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HomeMy WebLinkAboutTRUSS PAPERWORKmm0 IMMLumber design values are in accordance with ANSI/TPI 1 section 6.3 i These truss designs rely on lumber values established by others. MiTek® RE: 1745435-PSLP-5713 - ' I i MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL33616-4115 Customer Info: PORT SAINT LUCIE PROPERTIES Project Name:. Model: . - Lot/Block: . Subdivision: . Address: 5713 SEAGRAPE DRIVE,. City: PORT SAINT LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 39 individual, Truss Design Drawings and 0 Additional' Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 611315-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T17215569 A01 6/1/19 23 T17215591 E01 6/1119 2 T17215570 A02 6/1/19 24 T17215592 E02 6/1/19 3 T17215571 A03 6/1/19 25 T17215593 E03 6/1/19 4 T17215572 A04 6/1/19 26 T17215594 EJ5 6/1/19 5 T17215573 A05 6/1/19 27 T17215595 EJ7 6/1/19 6 T17215574 A06 6/1/19 28 T17215596 G01 6/1/19 7 T17215575 A07 6/1/19 29 T17215597 HA 6/1/19 8 T17215576 A08 6/1/19 30 T17215598 HJ5 6/1/19 9 T17215577 B01 6/1/19 31 T17215599 HJ7 6/1/19 10 T17215578 B02 6/1/19 32 T17215600 V01 6/1/19 11 T17215579 C01 6/1/19 33 T17215601 V02 6/1/19 12 T17215580 CO2 611/19 34 T17215602 V03 6/1/19 13 T17215581 CO3 6/1/19 35 T17215603 VO4 6/1/19 14 T17215582 C04 6/1/19 36 T17215604 V05 6/1/19 15 T17215583 C05 6/1/19 37 T17215605 V06 6/1/19 16 T17215584 C06 6/1/19 38 T17215606 V07 6/1/19 17 T17215585 CJ1 6/1/19 39 T17215607 V08 6/1/19 18 T17215586 CJ3 6/1/19 19 T17215587 CJ5 6/1/19 SCANNED 20 T17215588 D01 6/1/19 21 T17215589 D02 6/1/19 13Y 22 T17215590 D03 6/1/19 St Lucie County The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters ��` ZO.• ey '�� provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Albani, Thomas 0 38 G - My license renewal date for the state of Florida is February 28, 2021. =v: ;IZ: IMPORTANT NOTE: The seal on these truss component designs is a certification �� S ATE OF : 41 that the engineer named is licensed in the jurisdiction(s) identified and that the iO,n'• �` �� designs comply with ANSI/rPI 1. These designs are based upon parameters ��� �(•' ,: O R 1 O P•: ��, shown l(e.g., loads, supports, dimensions, shapes and design codes), which were ...... given given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the ���� r l rk►t��� preparation of these designs. MiTek or TRENCO has not independently verified the Thomas A Alba PE No.39380 applicability of the design parameters or the designs for any particular building. Before use, Mmek USA, Inc. FL Cert 6634 the building designer should verify applicability of design parameters and properly 6904 Parke East Blvd. Tampa FL 33610 incorporate these designs into the overall building design per ANSI(rPl 1, Chapter 2. pate: June 1,2019 Albani, Thomas 1 of 1 Jab Truss Truss Type Oty Ply T17215569 1745435-PSLP-5713 A01 Common 1 1 Job Reference o tional 9UIIGers Flrsl Source, Ylanl ulty, rL- 3Zbbb, 4x6 = 3 b.zru a rviay r o zu.s rvn l ax inuus„es, mu. am aw i , w.ca.Yo m i a P.'. i "xm_Xyl ET6mAyKW 1t-beajPXHIrbSVIW Yz8sELICa?QonGYTePs5Kj1 OzAjUO 19.8.0 , 26-7-0 , 3%6 = 3x4 = 3x6 = 3x4 = ST1.Sa8 STP= Scale = 1:46.8 3x6 = d 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:82 Vert(LQ -0.21 6-8 >999 240 MT20 '244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.36 5-6 >868 180 BCLL 0.0 - Rep Stress lncr YES WB 0,56 Horz(CT) 0.06 5 rJa n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 118 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc pudins. BOT CHORD '2x4 SP No.2 - BOT CHORD Rigid ceiling directly applied or 5-2-2 oc bracing. WEBS I2x4 SP No.3 REACTIONS. gle/size) 1=970/0-7-10, 5=970/Mechanical Max Horz 1=149(LC 10) Max Uplift 1=-403(LC 12), 5— 406(LC 13) FORCES. (lb), -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD , 1-2=-1670/1313, 2-3= 1491/1291, 3-4=-1516/1305, 4-5=-1702/1333 BOT CHORD 1-8= 1013/1432, 6-8=-503/958, 5-6=-1043/1471 WEBS 3-6=-459/631, 4-6=-372/552, 3-8=-435/596, 2-8=-344/527 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-3-13 to 6-3-13, Interior(1) 6-3-13 to 13-3-8, Exterior(2) 13-3-8 to 19-3-8, Interior(1) 19-3-8 to 26-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCDL= IO.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 lb uplift at joint 1 and 406 lb uplift at joint 5. Thomas A Albani PE No.39380 MTek USA, Inc. FL CIA 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2019 -'&WARNING{Vedry design paramefere and READNOTES ON THLS AND INCLUDED M/TEK REFERANCE PAGEMe-74TJ mv. 1D-0'5 BEFORE USE Design valltl(ar use only wim Mnek®connectors ihis designIs to donly upon parameters shown, antl Is for an Individual building component not a huss system; Before use, the building tleslgner must verity the appllcablllty of tleslgn parameters antl properly Incorporate this design Into the overall ImF bulltling tleslgn. Bracing'no catedlsto preventbuckrngof,n"W"ual truss web antl/.'chord members o'Iy,.Adb,fional temporary antl permanent bracing MiTek' Is alw.ysrequVed for st.b„Ity antl to prevent co,I.P,. with possible p.oC'.l Infury and propehy 0 Rge. F., genera, guldonce reg.rding the f.brica}loo. storage, delivery, erection and bracing of trusses and huss systems, socANS6it Cuallry ".'. DSS-09 antl SCSI B.,ding Component 6904 Parke East Blvd. • Soto,'RNR.f.ibble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexantltla. VA 22314. Tampa, FL 33610 Job Truss Tmss Type , Oty Ply T77215570 1745435-PSLP-5713 A02 Roof Special 1 1 Job Reference o tional builders tint Jounce, dart uny, rL- Jzbbb, p.ewsrvray meore rvnien niu �.o=r �u,r ,or.�o.•,r w,o, Scale= 1:56.0 6.00 F12 4x6 = 4 ST1.5x8 STP= 2x4 II 1S s2 11 lu 9 3x6 11 5x12 =3x4 11 5x8 = 6xe = 2x4 11 2x4 11 2-7-10 43.13 B-0-0 L-7-8 H15-3-04 19-2-3 23.0.8 23-1 1 26.7-0 2-7-10 1-a-3 3-8-3 5.7-R 1�R-fi 3-10-5 3-10-5 -6- 35 -B Plate Offsets (X Y)-- 12:0-5-12 0-0-01 (13:0-5-0 0-2-41 f 18:0-3-0 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.28 2-16 >999 240 MT20 244/190 •TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.3714-16 >839 180 BCLL 0.0 Rep Stress Incr YES We 0.56 Horz(CT) 0.19 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 165 In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except" TOP CHORD 3-4: 2x4 SP M 31, 1-3: 2x8 SP 240OF 2.0E BOT CHORD '2x4 SP No.2 *Except* BOT CHORD 1-17: 2x4 SP No.1, 17-18: 2x6 SP No.2, 5-11: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=973/Mechanical, 1=977/0-7-10 Max Horz 1=191(LC 12) Max Uplift 9=-403(LC 13), 1=-396(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-397/226, 2-3=-2067/1523, 3-4=-2207/1857,4-5=-1554/1366, 5-6=-1584/1238, 6-7=-1608/1181 BOT CHORD 2-16=-1465/1922, 14-16=-716/1126, 13-14= 716/1126, 5-13=-143/272, 9-10= 1186/1562 WEBS 3-16= 636/793, 4-16= 1040/1121, 4-13= 581/735, 10-13= 913/1467, 7-9=-1720/1345 Structural wood sheathing directly applied or 4-5-5 oc purlins, except end verticals. - Rigid ceiling directly applied or 4-7-2 oc bracing. 1 Row at midpt 4-16 NOTES- 1) Unbalanced' roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Ops1; h=15ft; Cat.. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Emerior(2) 0-3-13 to 6-3-13, Intedor(1) 6-3-13 to 13-3-8, Exterior(2) 13-3-8 to 19-2-3, Interior(1) 19-2-3 to 26-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 Ile uplift at joint 9 and 396 to uplift at joint 1. d x Thomas A Alban! PE No.39360 MIT& USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2019 Q WARN/NGj Verlry design paramerersend pEAG NOTE TNIS ANO INCLUOEO MITEKREFERANCE PAGE MII-7473rev.10/aYI015 BEFOREUSE �■�" 1 Design valitl +or use only with Mnek®connectors.fils tlesign is based only upon parameters shown, and is for an lndNltlual bulltling component,not a truss system. Before use, the bulltling designer must verity the applicablllty of design parameters and properly Incorporate this design Into }ha overall bulltling tlesign Bracing Indicated is to prevent buckling of lnoNldual truss web and/orchord members only. Add tlanal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPD Qua] Hv Cri DSBbe and SCSI Building Component 6904 Parke Easl Blvd. • Safoty Nformotsona ioblefrom Truss Plate Institute. 218 N�Lee Street, SUIte 312, Alexondrio.VA 22914. Tampa, FL 33610 Job Truss Truss Type r any Ply s T77215571 1745435-PSLP-5713 A03 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.2405 May 132019 Mi I ek mtlustries, me. bra Jun for -4 4x6 = 6.00 F12 ST1.Sx8 STP= 2x4 II 7512 " 11 10 9 3x6 11 3x12 =3x4 11 Sx8 = 6x8 = 2x4 II 2x4 II 2-7-10 4-3-13 8-0-0 13-7-8 15.3 14 19.2-3 F 23-0-8 26-7-0 2-7-10 1-B-3 3-B-3 5-]-8 1-8.6 3-10-6 3-1n-5 3-fi-e Scale = 1:56.0 _ Plate _Offsets (XY)-- [2:0-5-120-0-0] [13:0-5-00-2-4] [18:0-3-00-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl i PLATES GRIP TCLL 20.0 Plate Grip DOL '1.25 TIC '0.61 Vert(LL) 0.42 2-16 >746 240 MT20 244/190 -TCDL 7.0 Lumber DOL 1.25 BC 0.79 Ved(CT) -0.3714-16 >839 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES W B 0.70 HO¢(CT) -0.20 9 n/a Na BCDL 10.0 Code FBC2017frP12014 Matrix-SH Weight: 1651Is FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD 3-4: 2x4 SP M 31, 1-3: 2x8 SP 240OF 2.0E - BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD '1-17: 2x4 SP No. 1, 17-18: 2x6 SP No.2, 5-11: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 9=973/Mechanical, 1=97710-7-10 Max Horz 1=200(LC 12) Max Uplift 9=-404(LC 13), 1=-395(LC 12) FORCES. (Ib)I- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-395/37412-3= 2067/2523, 3-4=-2207/3037, 4-5=-1556/2246, 5-6_ 1583/2031, 6-7=-1608/1929 BOT CHORD 2-16=-2476/1922, 14-16=-1237/1126, 13-14=-1237/1126, 5-13=-150/469, 9-10=-1874/1549 WEBS 3-16=-636/1271, 4-16=-1723/1121, 4-13=-994/733,10-13=-1554/1463, 6-10=-216/386, 7-10=-172/263, 7-9= 1703/2107 Structural wood sheathing directly applied or 4-6-5 oc purlins, except end verticals. Rigid ceiling directly applied or 3-1-1 oc bracing. 1 Row at micipt 4-16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCEi7-10; Vu1t=170mph (3-second gust) Vasd=132ri TCDL=4.2psC BCDL=5.Opst h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) 0-3-13 to 6-3-13, Exterior(2) 6-3-13 to 13-3-8, Comer(3) 13-3-8 to 19-2-3, Exterior(2) 19-2-3 to 26-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurient with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10;Opsf. 7) Refer to girders) for truss to truss connections. 8) Bearing at joint(s) 1 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 404 Its uplift at joint 9 and 395 Ito uplift at joint 1. 1 Thomas A Alban! PE No.39360 Fill USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: Tulle I,GUl6 - ® WARNING JVerlry deslgnparameter48nd READ NOTES ON THIS AND INCLUDED 11II1EKREFERANCEPAGEM67473 rev. 1pN3¢e1SBEFORE USE. ■- s' Design valid for use only with MrokG connectors. This design is based only upon parameters shown, and is for an individual building component not p` a truss system, Before use, the bulking designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with possible personal Injury antl property damage, For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. saeANSVrNl Quickly Craeda, bill and SCSI Building Component 6904 Parke East Blvd. Safety lnformatbnavailoble from Truss Plate Insfi le, 218 N,. Lee Shoot, Suite 312. A faxandrlo, VA 22314, Tampa, FL 33610 Job Truss Truss Type t Oty Ply 6 T77215572 1745435-PSLP-5713 A04 ROOF SPECIAL 1 1 Job Reference (optional) nulraers rural Jource, rlam Ury, I-L-04000, o.4Vu a Ivftly, 10 eu I U ran en uluubnle5, Inu, am Jul l I Uf Scale = 1:56.0 6.Oo 12 4x6 = 4 ST7.5xBSTP= 2.4 I --- 14 11 " 10 9 9 are II Sx12 =3x4 II 5x6 = 6x8 = 2x4 11 2x4 II 2-]-10 4-7-3 8-0-0 13.4-0 15-3-74 2t M 264.0 A-7-10 1.S.g Ann-fA 5-d-0 1n 1dd S.P.10 5-a-a Plate Offsets (X Y)- (2:0-6-0 0-0-01 fl2:0-3-4 0-2-41 f 17:0-3-0 0-1-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (fee) Well IJd PLATES GRIP TCLL 20.0 •TCDL Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.43 2-15 >726 240 MT20 244/190 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.3913-15 >814 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) -0.21 8 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 167 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 3-4: 2x4 SP No.1, 1-3: 2x8 SP 240OF 2.0E BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 16-17: 2x6 SP No.2, 5-10: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=973/Mechanical, 1=977/0-7-10 Max Horz 1=235(LC 12) I Max Uplift 8=.409(LC 13), 1= 392(LC 12) FORCES. (Ibp- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-38B/292, 2-3=-2066/2528, 3-4=-2205/3046, 4-5=-1590/2326, 5-6=-1615/1996 BOT CHORD 2-15=-2569/1921, 13-15=-1315/1125, 12-13=-1315/1125, 5-12=-258/758, 8-9=-1801/1519 WEBS 3-15=-635/1283,4-15= 1745/1120,4-12=-11051754,9-12=-1694/1497,6-9=-163/376, 6-8=-1673/1994 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 2-11-12 oc bracing. 1 Row at midpt 4-15, 9-12, 6-8 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCEI7-10; Vult=170mph (3-second gust) Vasd=132ni TCDL=4.2psf; BCDL=5.Opst h=1 Elf; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Corner(3) 0-3-13 to 6-3-13, Exterior(2) 6-3-13 to 13-3-8, Comer(3) 13-3-8 to 19-3-8, Exterior(2) 10-3-8 to 26-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girders) for tress to truss connections. 8) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 409 Ile uplift at joint 8 and 392 to uplift at joint 1. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: .Lino 1 201A I . - QWARNING=Verity desll Rarameferaaed READ NOTES ON THIS AND INCLUDED MWEKREFERANCEPAGEMIP74M rev. Insal re BEFORE USE. • Design valid for use only with Mink® connectors. line design is based only upon parameters shown. and is for an Individual building component. not a tmss system] Before use, the building designer must verity the applicability of design parameters and properly Incorporate fits design into the overall �• building dedgn. Bracing Indicated is to prevent buckling of lndlvldual truss web and/or chord members only., Additional temporary and permanent bracing MiTek' I5 always required for stability and to prevent collapse with possible personal Injury and property damage„ For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. seeANS91Plt CualBByy Cdlei DSBJ9 and BCSI Building Component • Salop Inlormnibrpvolloble from tress Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, 69M Parke East Blvd. VA 22314, Tampa, FL 03610 Job Truss Truss Type 1 City Ply I T77215573 1745435-PSLP-5713 A05 Root Special 1 1 Job Reference (Optional) Builders First Source, Plant City, FL - 32566, 8.240 s May 13 2019 MTek Industries, Inc. Sat Jun 1 07:28:50 2019 Page 1 ID:7k84E7CgbeTxm_%yl ET6mAyKW 1t-xbOCSELuf84BOHOmPgW?FHgZpUwDiAB?N1 UibzAjTx ri-0.0 2-7-10 8-0-0 133.8 15-3-14 19.0.8 26-7-0 1 1-0-0 2-]-70 5-4-6 5-3-8 2-0-6 3-8-10 7-fi-8 Scale =1:52.6 41,10 MT20HS = 6.00 F12 ST1.5x8 STP = zx4 I I '^" - to 9 8 3x6 II 2.4 11 4xB = 6.8 = LOADING (pi - TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.92 SC 0.79 W B 0.67 Matrix-SH DEFL. in (foe) Well Ud Ven(LL) 0.44 2-12 >716 240 Vert(CT)-0.3911-12 >801 180 Horz(CT) -0.21 8 rda I PLATES MT20 MT20HS Weight: 163 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Exci TOP CHORD Structural wood sheathing directlyapplied or 2-2-0 oc purlins, 3-4: 2x4 SP No.1, 1-3: 2x8 SP 240OF 2.0E - except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied Or 2-11-3 oc bracing. 13-14: 2x6 SP No.2, 5-10: 2x4 SP No.3 WEBS 1 Row at midpt 4-12, 6-8 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 8=967/Mechanical, 1=970/0-7-10 Max Horz 1=271(LC 12) Max Uplift 8=-419(LC 13), 1=-391(LC 12) FORCES. (Ib)I- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-370/198, 2-3= 2048/2502, 3-4=-2186/3024, 4-5=-1514/2208, 5-6=-1553/2001, 7-8=-200/270 BOT CHORD 2-12=-2651/1904, 11-12=-1403/1110, 5-11=-137/449, 8-9= 1687/1394 WEBS 3-12=629/1291, 4-12=-1736/1118, 4-11=-954/659, 9-11=-1666/1433, 6-9=-249/529, 6-8=-1517/1849 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCEI7-10; Vult=170mph (3-secondgust) Vasd=132mph; TCDL=4.2psf;. BCDL=5.0psf; h=15h; Cat. 11; Exp C; Encl., GCpll8; MWFRS (envelope) and C-C Corner(3) 0-3-13 to 6-3-13, Exterior(2) 6-3-13 to 13-3-8, Corner(3) 13-3-8 to 19-0-8. Exterior(2) 19-0-8 to 26-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL,=1.60 plate grip DOI= 60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0fi 7) Refer to girders) for truss to truss connections. 8) beating at joint(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 419 lb uplift at joint 8 and 391 Ito uplift at joint 1. 4 Thomas A. Albani PE No.39380 fill USA, Inc, FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1.2019 -I QWARNING -VeUjrdeslgnyaremeteresmd READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMI47473nn, 14012015BEFOREUSE Design valid for use only with Mnol connectors. This design is based only upon parameters shown. and Is for an individual building component, not a truss system Before use, the building designer must verify me appllcoolliv of design parameters and properly Incorporate this design Into the oi. building tleslgn, Bracing indicated is to prevent buckling of individual muss web and/or chord members only, Additional temporary and permanent bracing Is always required for stabllity and to prevent collapse with posslbie personol Injury and property damage. For general guidance regarding the tabdccfion, storage, delivery, erection and bracing of trusses and huss systems, seeANSVIPIT CualMy Cdtbda, DSBd9 and BC51 Building Companant Sal Informations lable from Truss Plate Institute, 218 N. Lee Street Sulte 312, Alexandria. VA 22314. MTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply r T77215574 1745435-PSLP-5713 A06 ROOF SPECIAL 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s May 13 2019 MiTek Industries, Inc. Sat Jun 1 07:28:52 2019 Page 1 ID:7k84E7CgbeTxm](yl ET6mAyKW 1t-u_VMtwNBBIKvebaJ2gs_4gMC1 d7ChZRRThW bmUzAjTv -h0.0 2-7-10 6.9-13 /1-0-0 15-7.0 17-0-8 18-8-8 21-10-4 25-0-0 26A-0 1-0-0 2-7-10 4-2-3 4-7.0 1-5.8 1-8-0 3-1-12 3-1-12 i-7-0 Scale: 1/4'=1' 6x8 = 46 = 4 27 20 5 412 =2x4 I 6xB- 2.4 II 6.8 = 2x4 II 6x8 3x4 = 3.8 III Sx6 = 2-7-10 6-9-13 1h60 11 1 14 17.0.8 78-8-8 25.0.0 2-7-10 4-2-3 4-2-3 4-3-14 1-840 1-8-0 6-3-8 *Plate Offsets (X Y)-- [2:0-7-4 0-0-01 [4:0-6-0 0-2-81 112:0-4-12 0-1-81 [14:0-3-8 0-4-0]117:0-3-12 0-2-01 121:0-1-8 0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lee) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.34 14 >924 240 MT20 244/190 ' TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.53 13-14 >597 180 BCLL 0.0 ' Rep Stress Incr YES We 0.81 Horz(CT) 0.18 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Attic -0.11 12-13 680 360 Weight: 2121b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-4: 2x8 SP 240OF 2.0E BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 20-21: 2x6 SP No.2, 5-15: 2x4 SP No.3, 11-16: 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* 6-14,7-13,9-12: 2x4 SP No.2 WEBS JOINTS REACTIONS. (Ib/size) 1=1065/0-7-10, 11=1410/Mechanical ,Max Horz 1=360(LC 12) Max Uplift 1=-426(LC 12), 11=-206(LC 9) Max Grav 1=1065(LC 1), 11=1590(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-419/0, 2-3=-2595/1180; 3-4=-1877/841, 4-5=-1716/689, 5-6=-1884/727, 6-7=-1402/285, 7-8- 1689/355;8-9=-889/2212,9-10=-875/2074, 10-11=-508/1227 BOT CHORD 2-19= 1347/2468; 18-19=-1347/2468, 17-18=-783/1619, 5-17=-135/721, 13-14=-549/1655, 12-13=-270/1339, 11-12=-263/1240 WEBS 3-18=-979/714,4-18=-281/548, 4-17=-34/285, 14-17=-561/176B, 6-14=-351/0, 6-13=-937/798, 13-22=0/465, 22-24=-857/161, 23-24=-857/161, 12-23=0/1863, 10-23=-2382/1003, 11-23=-4015/852, 8-22= 254/1240, 8-23= 2760/1021 Structural wood sheathing directly applied or 3-9-11 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-8-9 oc bracing: 17-1 B. 10-0-0 oc bracing: 15-17 1 Row at midpt 11-23 1 Bruce at Jt(s): 19 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE;7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-3-13 to 3-3-13, Intedor(1) 3-3-13 to 11-0-0, Exterior(2) 11-0-0 to 14-0-0, Interior(1) 14-M to 15-7-0, Exterior(2) 15-7-0 to 17-0-8, Interior(1) 17-0-8 to 26-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 400.Olb AC unit load placed on the bottom chord, 22-0-0 from left end, supported at two points, 2-0-0 apart. 4) Provide adequate drainage to prevent water pending. 5) -This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead �oad (5.0 psf) on member(s). 22-24, 23-24 8) eottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-13 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joint(s) 1 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 1 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 426 lb uplift at joint 1 and ,2061b uplift at joint II. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A. Alban! PE No.39300 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2019 Q WARNING-VeH/y Eealgn pammeters onREAD NOTES ON THISINCLUDED NmEKREFERANCE PAGE MIIF747arev. IDPo3201S BEFORE USE. . Design vend fOruse only with M"R9connectors. this 6-agnls based only upon parameters shaven, antl is for an Individual building component not a huss systemsBefore use, the builtling dartg er must verily the applicability ofdesign Parameters antl properly incorporate this tlesignInto the overall builtling design. Bracing indicated is to prevent buckling of lndlviducl truss web and/or chord members only. Additional }empomry and permanent bmcing MiTek- Isolwoysregulred for stabllIN end to prevent collapse wlih possible personal injury and property damage. For general gulticncerega..Ing Me fobrity n, storage. delivery, e,.cflon and bracing of trusses and truss systems, s--MS611 aualryy Cmedo, OSS49 antl SCSI S.0 ng Component Satoty Imtomtefbrgvcilobl. from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexondrior VA 2231,. fie6a Parke Eels Blvtl. Tampa, FL 33fi10 Job Truss Truss Type 1 Cry Ply 1 T77215575 1745435-PSLP-5713 A07 HALF HIP 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s May 13 2019 MiTek Industries, Inc. Sat Jun 1 07:28:53 2019 Page 1 ID:7k84E7CgbeTxm_Xyl Er6mAyKW lt-MA315GNmy3SmF19VcYNDcuvMOl WkOzhaiLG8JwzAjTu 1-0-0 2-7-10 5.3-9 9-0-0 12-3.11 15-3-14 16.6.E 21.10-4 25.0-0 26-7-0 I/-P0 2-7-10 2-]-15 3-B-7 3-3-11 3-03 3-4-10 3-1-12 i 3-1-12 1-7-0 6x8 = 31 = 2x4 II 3x6 = 3x4 = 5 27 6 7 8 Scala = 1:46.0 12xl4 = 12xl4 = 6xB = 9 28 10 11 lm ur n 16 1S 14 - -- 13 12 46 11 46 = 31 11 5x6 = 2-7-10 5-3-9 9.0.0 15-344 76-8-6 25.0.0 26-7-0 2-7.10 2-7-75 3-B4 6-3-14 3-440 6-3-8 1-7.0 - Plate ONsets(X,Y)-- [2:0-7-00-0-0] [4:0-6-00-2-81110:0-6-120-2-81 [13:0-4d20-1-81 [17:0-3-80-2-01 [21-0-1-80-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) III Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vart(LL) 0.45 14-15 >703 240 MT20 244/190 -TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.61 14-15 >516 180 BCLL 0.0 ' Rep Stress Incr YES We 1.00 Horz(CT) 0.18 12 1 n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Attic -0.13 13-14 595 360 Weight: 195It, FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD h 4: 2x8 SP 240OF 2.0E BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 20-21: 2x6 SP No.2, 2-17: 2x4 SP No.1, 6-15: 2x4 SP No.3 '12-16: 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* WEBS 8-14,10-13: 2x4 SP No.2 JOINTS REACTIONS. (lb/size) 1=1065/0-7-10, 12=1410/Mechanical ',Max Ho¢ 1=319(LC 12) .Max Uplift 1=-395(LC 12), 12=-266(LC 9) Max Grav 1=1065(LO 1), 12=1591(LC 2) FORCES. (lb) F Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-404/14, 2-3= 2901/1440, 3-4=-2135/979, 4-5=4907/954, 5-6=-2204/809, 6-8=-2184/802,8-91682/308,9-10=-403/92,10-11=-1006/2146,11-12=565/1233 BOT CHORD 2-191641/2809, 18-19=-1641/2809, 17-18=-939/2075, 15-17=489/319, 13-14=-322/1450, 12-13=-312/1338 WEBS 4-18=-203/703,14-17= 173/1311,8-17=-733/1147,14-22=-609/627,8-22=.854/683, 22-24=-1049/258,23-24=-3593/1294,13-23=0/1953,10-23=-969/525,3-18=-1004/745, 11-23=-243211137,12-23=4116/961, 9-24=-420/234,9.22= 247/1311, 5-18=-347/170, 5-17=0/291, 10-24=-1084/2629 Structural wood sheathing directly applied or 3-6-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-6-5 oc bracing: 17-1 S. 10-0-0 oc bracing: 15-17 1 Row at midpt 12-23 2 Rows at 1/3 pts 22-23 1 Brace at Jt(s): 19 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) VascIl 24mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpil8; MW FRS (envelope) gable end zone and C-C Exterior(2) 0-3-13 to 3-3-13, Interior(1) 3-3-13 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 26-54 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 400.011a AC unit load placed on the bottom chord, 22-0-0 from left end, supported at two points, 2-0-0 apart. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 22-24, 23-24 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psQ applied only to room. 13-14 8) Refer to girders) for truss to truss connections. 9) Bearing at joint(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 395 Ib uplift at joint 1 and 266 Ib uplift at iomt 12. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2019 ® WARNING -VcIUYdsslgnpafametersendREAD NOTES ON TN/SAND INCLUDED MnEKREFERANCEPAGE MI4T4T3rev.i0%.3,2015BEFOREUSE valid for use only with Mffek® connectors. lhls design Is based only upon parameters shown, and Is for an Individual bulldhg component, not Nil' a truss system., Before use, Me building designer must verity the opplicablllN of design parameters and properly Incorporate this design Into the overall building design.. Bracing Indicated is to prevent buckling of individual fuss web and/or chord members only.Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regording the fabrication, storage, delivery, erection and bracing of fusses and truss systems seeANSVTPII CualMy CModa, DSB49 and BOSI Building Component Sufoty 6904 Parke East Blvd. mforndtbrrovallabie from Truss Plate Institute. 218 N, Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 336110 Job Truss Truss Type , Oty Ply y T77215576 1745435-PSLP-5713 A08 HALF HIP GIRDER 1 1 Job Reference (optional) pmraers rust source, ram ull I-L- dzoba, a.24U S May 132U19 MI I eK Industries, Inc. Sat Jun 1 07:28:552019 4 Scale = 1:46.6 Special NAILED NAILED NAILED 6x8 = _ NAILED NAILED 3x4= NAILED NAILED 7x10 NAILED NAILED 3.4 II 31 4 2x4 11 7x10 3x4 = 1°a ,vniccu rvhitba 6x8 = Special NAILED NAILED LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 •TCDL Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.23 9 >999 240 MT20 244/190 7.0 LumberDOL 1.25 BC 0.29 Vert(CT) -0.26 9-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(CT) 0.06 7 BIB BIB BCDL 10.0 Code FBC2017fTP12014 Mamx-SH Weight: 1761b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc puffins, ,1-3: 2x4 SP No.1 - except end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-8, 5-7 5-7: 2x6 SP No.2 REACTIONS. (Ib/si2e) 7=2031/Mechanical, 2=1926/0-7-10 ;Max Horz 2=214(LC 27) ]Max Uplift 7=-1245(LC 5), 2=-1233(LC 8) Y FORCES. (Ib):- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3675/2431, 3-4=-4144/2677, 4-5=-3141/1947, 6-7=-271/272 BOT CHORD 2-10= 2216/3194, 9-10= 2204/3170, 8-9=-2675/4142, 7-8=-1937/3105 WEBS 3-10=-302/682, 3-9=-603/1185, 4-9=-255/421, 4-8=-11281820, 5-8=-219/956, 5-7=-3467/2163 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132ni TCDL=4.2pst BCDL=5.Opsh h=151t; Cat. II; Exp C; Encl., GCpil18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water cording. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcuTent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12451b uplift at joint 7 and 1233 lb uplift at joint 2. 8) "NAILED" indicates 3-10d (0.148"1:3") or 3-12d (0.148"1 toe -nails per NOS guidlines. 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 204 lb down and 331 lb up at 9-0-0 on top Chord, and 321 lb down and 3851b up at 7-0-0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), LOAD CASE(S) Standard - 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Ven: 1-3= 54, 3-6=-54, 2-7=-20 Thomas A. Albani PE No.39390 IrliTek USA, Inc, FL Cart $634 6904 Parke East Blvd. Tampa FL 33610 Date: .luny=_ 1 Pn1f3 . QWARNING -Verify design paremetersand HEAD NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGEMII.4od ev. 1a/OY2015 BEFORE USE ' r Design valid for use only with MRekOconnectors. This design is based only upon parameters shown, and is for on individual building component not a truss system., Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only,. Additional temporary and permanent bracing 's MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIAPI l GuiryyCMeda, DSB49 and BCSI Building Component SalInformatbmvoiloble from Itll(14jk 6904 Parka East Blvd. • Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r City Ply 1 T17215576 1745435-PSLP-5713 A08 HALF HIP GIRDER 1 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.240 s May 13 2019 MiTek Industries, Inc. Sat Jun 1 07:28:55 2019 Page 2 ID:7k84E7CgbeTwrr_Xyl ET6mAyKW1t-IZBVVxPOUgiUV21ujzOhiJ kl gJ?uzWt9flFNozNTs LOADCASE(S) Standard Concentrated Loads (lb) Vert; 3=-157(F) 10= 321(F) 11=-I07(F)12=-107(F)13=-107(F) 14=-107(F) 15=-107(F)16=-107(F)17=-107(F)IB=-107(F) 19=-107(F)20=-57(F) 21— 57(F) 22=-I57(F) 23=-57(F) 24=-57(F) 25= 57(F) 26= 57(F) 27=-57(F) 28=-57(F) WARNING -Verlry design parameters and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MIr-7473an, INa3Q913 BEFORE USE. Design valid for use only with MliakO connectors. This tleslgn is based only upon parameters shown, and is for on individual building component not a truss systool Before use, the building designer must verify the applicability of tleslgn parameters and properly Incorporate this design Into the overall ■�Y building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stablllN and to prevent collapse with possible personal Injury and property damage.. For general guidance regarding the MiTek' fabrication, storage, delivery, erection end bracing of trusses and truss systems. seeklifir D CualN8yy CrBrrda, DSBA9 and BCSI Building Component Safety lnformationavol obie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, 69N Parke East 8Ntl. Tampa, FL 33610 Job Truss Truss Type 1 City Ply 1 T17215577 1745435-PSLP-5713 B01 Roof Special 2 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 5x8 = 8.240 s May 13 2019 MiTek Industries, Inc. Sat Jun 1 07:28:562019 ID:7k84E7CgbeTxm_Xyt ET6mAyKW 1t-mlltjHOfF_gL6Ct4HgmEWXrJEV3dPX00JU Scale = 1:48.5 ST1.6x8 STP= a, 3.20 12 axis 5-7-10 73-3-8 20-11-6 26-7-0 ~I 5-7-10 7.7.74 7.744 54-t 0 Plate Offsets (X,Y)-- f1:0-5-9,Edge] 15:0-5-9 Edge] LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (foe) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.39 7-8 >793 240 MT20 244/190 -TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.45 8-9 >700 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) -029 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 130 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP No.2 *Except* 7-9: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=958/0-7-10, 5=1033/0-7-10 Max Horz 1= 162(LC 8) ',Max Uplift 1=-400(LC 12), 5=-449(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-8, 2-8 FORCES. Ila):- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 3278/4040, 2-3=-1455/1852, 3-4= 1454/1792, 4-5=-3255/3874 BOT CHORD 1-9=3456/2943, 8-9=-3250/2756, 7-8=8182/2710, 5-7=-3387/2918 WEBS 3-8= 841/813, 4-8=-1523/2202,4-7=-782/861, 2-8=-1569/2270, 2-9= 853/870 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCEj7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Dpst h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) 0-3-13 to 6-3-13, Exterior(2) 6-3-13 to 13-3-8, Comer(3) 13-3-8 to 19-3-8, Exterior(2) 19-3-8 to 27-7-0 zone; cantilever left and right exposed ;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates areIMT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Cpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 400 Ito uplift at joint 1 and 449lb uplift at joint 5. Thomas A. Albani PE N0.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2019 O WARNING -Verify tleslgn parameMre and REAa NOTES ON THIS AND/NCLUOEa MI(EK gEFERANCE PAGEMI47d73 rev. f0/0.V1n15 BEFORE USE Design valitl for use only with "E connectors. This design Is based only upon parometers shown. and Is for an Intlividual bulltling component, not ��- a truss system! Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall bulltling design. Bmcing indicated is to prevent buckling of I'dl dual truss web antl/ar chord members only. Additlonal temporary and permanent bracing Isolways requiretlfarstability and to prevent collapse with possible personal lnlury and property damage: Forgenera..uIcmnce regarding the MiTek' fabrlcatlon, storage, tlellvery, erection and bracing of trusses and truss systems, seeANSV1II Ouallryryy Cdledo, DSB-09 antl BCSI Buadha Component Solely Infomtuticnavolloble from Truss Plate Institute. 218 N. Lee Street, Sulta 312. Alexondrla. VA 22314. 69N Parke East EA. Tampa, FL 33610 Job Truss Truss Type r Cry Ply I 1 T77215578 1745435-PSLP-5713 B02 Roof Special 8 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 aMay 13 2019 MiTek Industries, Inc. Sat Jun 1 07:28:57 2019 Page 1 ID:7k84E7CgbeTxm_%yl ET6mAyKW 1t-ExJFwdRHOHyCkM5GrOS9nk46LerIMshAczEMShzAjTq 5.742 13-3-8 20-11-fi 2fi-5-8 5-740 7-7-14 7-7-14 5x8 ST1.5x8 STP = 3.20 F12 6x8 Scale: 1/4'=l' :TP - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) III Ud PLATES GRIP TCLL 20.0 -TCDL Plate Grip DOL 1.25 TC 0.63 Ven(LL) 0.40 7-8 >778 240 MT20 244/190 7.0 Lumber DOL 1.25 SC 0.94 Van(DT) -0.44 7-8 >700 180 BCLL 0.0 ' Rep Stress Incr YES We 0.68 Horz(CT) -0.29 5 rue n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 1281b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or4-2-11 oc purlins. BOT CHORD 2x6 SP No.2'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 6-8: 2x4 SP No.2 WEBS 1 Row at midpt 4-7, 2-7 WEBS 2x4 SP No.3 REACTIONS. I(lb/size) 1=958/0-7-10, 5=95B/0-6-2 'Max Hom 1=149(LC 9) Max Uplift 1=-400(LC 12). 5=-399(LC 13) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3276/4077, 2-3=-1453/1863, 3-4=-1453/1861, 4-5=-3253/4044 BOT CHORD 1-8=-3528/2941, 7-8=-3318/2754, 6-7=-3285/2731, 5-6=-3484/2917 WEBS 3-7=-847/810, 4-7=-154512261, 4-6=-B59/863, 2-7=-1568/2291, 2-8=-871/870 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE;7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0i h=15ft; Cat. II; Exp C; Encl., GCpi=018; MW FRS (envelope) and C-C Comer(3) 0-3-13 to 6-3-13, Exterior(2) 6-3-13 to 13-3-8, Corner(3) 13-3-8 to 19-3-8, Exterior(2) 19-3-8 to 26-2-7 zone; cantilever eftand right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss haS been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed fora live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 5) Bearing at joints) 1, 5 considers parallel to grain value using ANSI/IPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 400 lb uplift at joint 1 and 399 lb uplift at joint 5. Thomas A Albanl PE No,39360 MTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2019 Q WARNING -Vellfydesign Panmetenend BEAD NOTES ON THISAND INCLUDED MITEKREFEBANCEPAGE MIP74M rev. 1110342015 BEFORE USE �■�' Design valid for use only with Mrel connectors. This design is based only upon parameters shown, and is for on Individual building component, not a truss system., Before use, the building designer must verify the appllcabillty of design parameters and properly Incorporate this design Into Me overall i.�'��p building design„ Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/IPII QualHByy Criteria, OSB-89 and II I Building Component Safely Informalionavallablo from Truss Plate Institute, 218 N, Lee Sheet. Suite 312, Alexantlrla. 69" Parke East Blvd. VA 22314. Tampa, FL 33610 Job Truss Truss Type i Oty Ply 1 T17215579 1745435-PSLP-5713 C01 ROOF SPECIAL 2 t Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s May 13 2019 MiTek Industnes, Inc. Sat Jun 1 07:28:58 2019 Sx8 = Scale = 1:47.3 ]s Iv 0 ST1.5x8 STP = 2.4 11 3x6 = uS° 2x4 11 3.20 12 4x6 = 57A0 811-6 1-38 784-6-80 26-7-0 7STU I T 6 6.11-0 Plate Offsets (X Y)-- 11:0-5-9 Edgel 13:0-3-0 Edgel 114:0-4-8 Edge] LOADING Ipsi SPACING- 2-0-0 CSI. DEFL. in (too) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.90 Vert(LL) 0.30 13 >999 240 Ml 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.2914-15 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES We 0.56 Hoa(CT) 0.15 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 145 He FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.t `Except` TOP CHORD 3-5:2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.2 *Except` 1-15: 2x6 SP No.2, 4-12: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=967/0-7-10,7=1037/0-7-10 Max Hoe 1=-162(LC 8) Max Uplift 1=-395(LC 12), 7=-447(LC 13) FORCES. gle) -Max. Comp./Max. Ten. -All forces 250111 or less except when shown. TOP CHORD 1-2=-3216/3943,2-4=-1994/2528,4-5=-1978/2693,5-6=-1155/1583,6-7=-1698/2038 BOT CHORD 1-15=-3344/2873,14-15=-3134/2690,4-14=-203/623,9-11=-1622/1432,7-9=-1621/1435 WEBS 2-15=-881/844,2-14=-1043/1585,11-14=--772/936,5-14= 1658/1251,6-11=-560/946, 6-9=0/284 Structural wood sheathing directly applied or 2-2-0 cc purlins. Rigid ceiling directly applied or 3-3-4 cc bracing. Except: 10-0-0 cc bracing: 12-14 1 Row at midpt 5-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C: Encl., GCpi=0.18; MW FRS (envelope) and C-C Corner(3) 0-3-13 to 6-3-13, Extedor(2) 6-3-13 to 13-3-8, Comer(3) 13-3-8 to 19-7-1. Exterior(2) 19-7-1 to 27-7-0 zone; cantilever left and night exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are'MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with anyother live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 395 lb uplift at joint 1 and 447 lb uplift at joint 7. Thomas A. All PE No.3938D MiTek USA, Inc. FL Cart 6634 69114 Parke East Blvd. Tampa FL 33610 Date: June 1,2019 Q WARNING -�Verlly deslgnparamefam and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCEPAGEMIP747a mv. 1""015 BEFORE USE. Design valid for use only with Ml connectors. 1111s design Is based only upon parameters shown, and is for on Individual bulltling component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulltling design,. Bracing Indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and Muss systems. seeANSVWII Qua] celesta. Dill and BCSI Building Component Sel ly Informallonavoiloble from Truss Plate Institute. 218 N. Lee Steel, Sul}a 312, Alexandtla, VA 22314. �- MOW 6904 Palle East Blvd. Tampa, FL 33610 Job I Truss Truss Type 1 Oty Ply t T17215580 1745435-PSLP-5713 CO2 Common 1 1 Job Reference (optional) bundlers rest bource, rlam uiry, r-L- decals, 4x10 MT20HS =. I 6.00 F12 4 4x6 = C.z4u s May rid Gms MI I art mousmes, Inc. can dun l ut:zo:he zuTU rage I n_Xy1 ET6mAyKW 1 t-AKOOLJSXYvDvzgcfyoUds99MDRZHgjsS4HjSW azAjTc Oxr — Oxo — Oxr — Scale = 1:48.8 P= 46 = Ia e 9-0-8 8.6.0 9.0.8 LOADING (Pat) SPACING- 2-0-0 CS1. DEFL. in (loc) /dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Ven(LL) 0.25 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Ven(CT) -0.31 6-7 >999 180 MT20HS 187/143 - BCLL 0.0 ' Rep Stress Incr YES W B 0.89 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code FBC2017/IPI2014 Matrix-SH Weight: 120.lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directlyapplied or 3-6-15 oc bracing. WEBS 2x4 So No.3 REACTIONS. (lb/size) 6=958/0-7-10, 2=1033/0-7-10 Max Hdrz 2=162(LC 9) Max Uplift 6=-400(LC 13), 2=-449(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1639/2039,3.4=-1461/1990,4-5=-1468/2095,5-6=-1647/2142 BOT CHORD 2-9= 1652/1403, 7-9=-838/936, 6-7— 1655/1412 WEBS 4-7=-734/598, 5-7=-346/819,4-9=709/591, 3-9=-341/812 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE17-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; Ili 5ft; Cat. II; Exp C; Encl., GCpi=0.18; tv1W FRS (envelope) and C-C Corner(3) -1-0-0 to 5-0-0, Extedor(2) 5-0-0 to 13-3-8, Comer(3) 13-3-8 to 19-3-8, Exterior(2) 19-3-8 to 26-3-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members, with BCDL= 10.Opst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 400 lb uplift at joint 6 and 449 lb uplift at joint 2. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cent 6634 8904 Parka East Blvd: Tampa FL 33610 Date: June 1.2019 AWARNING -VerlryEeslSnpramiddisadd READ NOTES ONTNISANOINCLUDEDMREKREFERANCEPAGEM1474TJIs, IlN0Ya15BEFOREUSE Design vend for use only with MFelt®connectors. This design is based only upon parameters shown, and is for an IndNldual building component,nota truss system'! Before use, the bulltling designer must verify the appllcabllity of design parameters and properly Incorporate this design Into the overall 99041'ast bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary antl permanent bracingIs always required for stability antl to prevent collapse with possible personal Injury antl property damage,. For general guidance regarding the fabrication,storage: dellvery, erection antl bracing ofhusses antl hum systems, sevINSIA911 Guo[SByy Cdlork. DSB49 and SCSI Buill Component Blvd. Safety Informationavoiloble from Truss Plate Institute. 218 N, Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job i Truss Truss Type , Cry Ply r T17215581 1745435-PSLP-5713 CO3 Roof Special Girder 1 1 Job Reference (optional) aunaers rlrst bounce, ream ury, I-L- azaaa, a.L4u s May la eU I s Mu erc mausmes, Inc. oat Jun rur4e:Ur zu Is Sx8 = 4x6 = 5 Scale = 1:51.8 ST1.5x8 STP= la 14 to 12 11 ST1.5x8STP= 3x4 = 2x4 II 3x4 = Sx8 = 4x6'= 34 = 3x4 = NAILED F-4-4 HAA 157-n 9n.ad0 •Jf.-n-Y 5.9-4 15-2-12 14.7.0 5.2.12 15-8-12 2-0-8 Plate Offsets (X Y)-- [2:0-2-0 Edge] [4:0-6-0 0-2-81 113:0-3-8 0-3-01 LOADING (psQ. SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0: Plate Grip DOL 1.25 TC 0.42 Vert(L-) 0.14 12 >999 240 MT20 244/190 _ TCDL 7.0 LumberDOL 1.25 BC 0.86 Ven(CT) -0.2512-13 >999 180 BCLL 0.0. ' Rep Stress Incr NO WB 0,54 Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 MaMx-SH Weight: 153 in FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. flalsize) 2=1103/0-7-10, 9=1076/0-7-10 Max Hom 2=134(LC 33) Max Uplift 2=448(LC 8), 9=-428(LC 9) FORCES. (lb):- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1875/683, 3-4=-1445/540, 4-5=-1296/577, 5-6=-1512/580, 6-7= 2205/B44, 7-8=-1577/570, 8-9=-1751/599 BOT CHORD 2-15=-618/1597, 14-15=-618/1597, 13-14=-334/1237, 12-13=-633/1958, 11-12=-1084/2946,9-11= 453/1464 WEBS 3-14=428/328, 4-14=-107/337, 5-13=-112/407, 6-13=-761/441, 6-12=-73/430, 7-12=-1028/469, 7-11=-1589/698, 8-11=-275/843 Structural wood sheathing directly applied or 3-9-10 oc puffins. Rigid ceiling directly applied or 5-8-1 oc bracing. - NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; l i Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pi bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4481b uplift at joint 2 and 428 Ib uplift at joint 9. 7) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148'x3.25") toe -nails per NOS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S), Standard t) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pli) Vert: 114=-54, 4-5=-54, 5-7=-54, 7-8=-54, 8-10= 54, 2-9=.20 Concentrated Loads(Ih) Vert: :8=31(F) Thomas A. Alban! PE No.39380 Mil USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2019 O WARNING- Verify EeaiS4 paramefvil READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIP74M rev. f0Ma2015 BEFORE USE. �■�' Design valid for use only with Meek® connectors. This design is based only upon parameters shown, antl is for on Individual building component, not a hum systeni Before use, the building designer must verify the cpplicablllty of design parameters and properly Incorporate this design Into the overall building deslgp. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property dcmoge. For general guidance regarding the fabrication. sidroge,delivery, erection and bracing of trusses and truss systems, seeANSVIPII Cuallryryy Cmoda,DSB-89 and BCSI Buil lnB Component 6904 Parke East Blvd. • Safety Infoenutbrlavalloble from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type City Ply 1 T77215582 1745435-PSLP-5713 C04 Roof Special 1 1 Job Reference (optional) oununr5 ths, Jdurd., riam lAly, rL- ozpoo, b.e4U s may la Zi Mr I eK Inc. aaldua 1uceume eultl rage 46 = 3.4 = 4 5 4x6 = 6 Scale = 1:52.8 0 ; ST1.5xB STP = 14 12 11 STl.5xe STP 3x6 = = 4xS = 3xS = 3.8 = 3x4 = 4x6 = LOADING pall TCLL 20.0 -TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip 1 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS'. TO 0.99 BC 0.80 WE 0.48 MatnX-BH DEFL. in Ven(LL) 0.19 Ven(CT) -0.31 Horz(CT) 0.08 (too) I/defl Ltd 12 >999 240 2-14 >999 180 9 rVa Na PLATES GRIP MT20 244/190 Weight: 144 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-8-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1105/0-7-10, 9=1105/0-7-10 Max Horz 2=-112(LC 10) Max Uplift 2= 426(LC 12), 9=453(LC 13) FORCES, (Ib);� Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 1835/2233, 34=-160711838, 4-5=-1399/1790, 1531/2012, 6-7=-1750/2049, 7-8=-1665/2096, 8-9=-1897/2191 BOT CHORD 2-14=-1829/1583, 12-14=-1347/1573, 11-12=-2520/2248, 9-11=-1691/1612 WEBS 3-14=-248/713, 4-14=-506/478, 5-14=-339/416, 6-12=-465/502,7-12=-792/1312, 7-11= 874/1156, B-11=-815/761 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE17-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; 1 C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corri -1-0-0 to 5-0-0. Exterior(2) 5-0-0 to 9-0-0, Corner(3) 9-0-0 to 15-0-0, Exterior(2) 15-0-0 to 17-7-0, Corner(3) 17-7-0 to 22-6-8, Extedor(2) 22-6-8 to 24-6-8, Comer(3) 24-6-8 to 29-7-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss hats been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 426 to uplift at joint 2 and 453 1b uplift at joint 9. Thomas A. Albani PE No.39390 MTek It SA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: O WARNING-IVerllydasign paramefersand READ NOTES ON TRISAND/NCLUDED MREKREFERANCEPAGEMIl44Ta My,laPoa/ZOIS BEFORE USE. •' Design valid for use only with Mlie®connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss sysi Before use, the building designer must verity the oppiicabiltry of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of individual taus web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fobrlcanorl. storage, delivery, erection and bracing of trusses and truss systems, see/INSVIPIUOuaI1ry Criteria, DSBA9and all Building Component • salary lnlormationrvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke fast Blvd. Tampa, FL 33610 Job I Truss Truss Type 1 y i Ply T17215583 1745435-PSLP-5713 C05 Roof Special 1 1 Job Reference (optional) Sullaers First Source, Plant Cry, FL- az000, d.zau s may to zma iv ex inausmes, Inc. Sal Sun i 07:29:03 eute rage 1 ID:7k84E7CgbeTxm-xy1 ET6mAyKW1t-35gXBhV2b7jLSHWOBeZZO?J473w5mcO2?uhgfLzAjTk r1-0-0. 7-0-0 13-3-8 79-7-0 20.6-8 22.6.8 28-7-0 H-0.0 7-0.0 6.3-8 6.3.6 -11- 2.0.0 6.0.8 1-0.OI Scale = 1:52.8 5,12 = 2,4 II 5.8 = • annR7 3 4 5 65x6 = 5x8 = 1 4x6 = 2x4 11 3x8 = "' 3x4 = 3x4 = 4x6 = 7.0-0 13.3.8 19.7.0 22-6.8 28-7.0 7.n-n fi-A-R F.A.R 9-1 LR suh. Plate Offsets (X,Y)-- 13:0-8-8.0-1-12] 15:0-6-0 0-2-81 17:0-3-e 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Ven(LL) 0.20 11-13 >999 240 MT20 2441190 _ TCDL 7.0 Lumber DOL 1.25 BC 0.79 Ved(CT) -0.2511-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.54 Hoii 0.07 8 1 1 BCDL 10.0 Code FBC2017/TP12014 ,Matrix-SH Weight: 139 Ib FT=20% LUMBER- TOPCHORD 2x4SPNo.2'Except' 1-3:2x4 SP M 31,7-9: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1105/0-7-10, 8=1105/0-7-10 Max Horz 2=-89(LC 10) Max Uplift 2=-419(LC 9), 8=-429(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins. BOTCHORD Rigid ceiling directly applied or 3-2-3 oc bracing. FORCES. (Ib),- Max. CompidMax. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 2-3=-180911891, 3-4=-2078/2271, 4-5=-2078/2271, 5-6=-1922/2180, 6-7=-1584/1964, 7-8=-1840/1988 BOT CHORD 2-14=-1378/1524, 13-14=-1379/1531, 11-13=-1535/1767, 10-11=-1684/1858, 8-10=-1482/1557 WEBS 3-14=-18/279, 3-13=-574/718, 4-13>379/482, 5-13=-357/465, 5-11=-410/407, 6-11=-309/502, 6-10=-547/396, 7-10=-365/562 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE'7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psq BCDL=5.0psh, h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Corner(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 7-0-0, Corner(3) 7-0-0 to 13-3-8, Exterior(2) 13-3-8 to 19-7-0, Corner(3) 19-7-0 to 20.6-8, Exterior(2) 20-6-8 to 22-6-8, Corner(3) 22-6-8 to 28-3-3, Exterior(2) 28-3-3 to 29-7-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss hag been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 419lb uplift at joint 2 and 42911b uplift at (oint B. Thomas A Albans PE No.39380 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33810 Dale: June 1,2019 ®WARNING tVerl/ydesi50 pe1emetersdnd READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEM11-74i 141e32015aEFORE USE. �■�• • Design valid for use only with M8ekGconnectors, This design is based only upon parameters shown and is for an Individual building component, not +.l�Y■ a truss system, Before use, the building designer must verity the appllcoblliN of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSUIPii Cualkkyy CrhOda. DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnallonavollable from Truss Plate Institute, 218 N. Lee Street, Sur e 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type . Qty Ply 1 T17215584 1745435-PSLP-5713 C06 Hip Girder 1 1 Jab Reference (optional) Scale=1:51.8 Cunaers First bource, viam Ulty, hL- J2bbb, 6241) a May 1J 2U19 MI IeK Industries, Inc. bat Jun 1 U/:29:ub 2U19 Fage 1 ID:7k84E7CgbeTxm]ty1 ET6mAyKW 11-7UoHcMX17lz3hb3pJ3bl 60POdsbXEU W LSCAnkDzAjTi 11-0-0� 9-840 14.3.8 1B-1P6 23-7-0 28-7-0 ?9-7-0 11-0-0 5-0-0 4-B-10 4-fi-14 4-6-14 4-8.10 5-0-0 1.0.OI NAILED Special NAILED NAILED NAILED 5x8 = 6.00 12 NAILED 2x4 II NAILED 5x6 = 3 15 16 4 17 18 5 19 NAILED Special 2x4 II 5s8 = NAILED NAILED 20 6 21 22 7 6 14 m I� ST1.5x81STP= 19 23 24 1J 25 26 12 27 28 11 29 30 10 ST1.5x8 STP= 3.6 2x4 II NAILED 61 MT20HS= NAILED 2x4I 6xl2MT20HS= NAILED 2x4 II 3.6= Special NAILED NAILED NAILED NAILED NAILED Special NAILED LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.93 BC 0.85 W B 0.69 Matrix-SH DEFL. in Vert0.56 Vert(CT) -0.59 Horz(CT) 0.15 (roc) I/deft Lid 12 >599 240 12 >568 180 8 o/a n/a PLATES MT20 MT20HS Weight: 136 lb GRIP 2441190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2114 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-5-6 oc bracing. 111-13: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1703/0-7-10, 8=1703/0-7-10 Max Ho¢ 2=-67(LC 6) Max Uplift 2=-1128(LC 8), 8= 1128(LC 9) FORCES. (lb)'- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3135/2205, 3-4=-4279/3031, 4-5=-4279/3032, 5-6=-4279/3031, 6-7=-4279/3031, 7-8=-3135/2205 BOT CHORD 2-14=-1914/2701, 13-14=-1916/2712, 12-13=-3308/4809, 11-12=-3308/4809, 10-11=-1867/2712, 8-10=-1865/2701 WEBS 3-14=-54/351, 3-13=-1240/1813, 4-13=411/462, 5.13=.616/420, 5-12=0/341, 5-11=-616/420, 6-11=-411/463, 7-11=-1241/1813, 7-10=-55/351 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE'7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and Tight exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1128 to uplift at joint 2 and 11281b uplift at joint 8. 8) 'NAILED" indicates 3-1 Od (0.148"x3") or3-12d (0.148"x3.25") toe -nails per NOS guidlines. 9)-Hanger(s) or other connection devices) shall be provided sufficient to support concentrated Ideals) 184 lb down and 304 Its up at 5-0.0, and 194 lb down and 304 lb up at 23-7-0 on top chord, and 114 Ib down and 121 to up at 5-0-0, and 114 lb down and 121 Its up at 23-6-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Thomas A. Albert PE No.39390 ThThomom Uniform Loads (pit) USA, Inc. Carl 6634 Vert:' 1-3=-54, 3-7=-54, 7-9=-54, 2-8=-20 6904 Parke East Blvd. Tampa FL 33610 Date: II Ind 1 On I O A WARNING I Verily design pdr4meterseed READNOMS ON THIS AND INCLUDED MITEKREFERANCE PAGE M-14n,ev. 104c3oV1S BEFORE USE • Design valid for use only with MITelds connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss systems Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of Intlividual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the pp1�L0k IYI)1 fabrication, storage. Callvary, erection and brocing of trusses and truss systems. see"SUB'II Quallly CrBedo; DSB69 and BCSI Building Component • Safety InformaBorsevollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type s , Oty Ply T17215584 1745435-PSLP-5713 CO6 Hip Girder 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s May 13 2019 MiTek Industries, Inc. Sat Jun 1 07:29:05 2019 Page 2 ID:7k84E7CgbeTwn_Xy1 ET6mAyKW 1 t-7UoHcMX17lz3hb3pJ3b160POdsbXEUW LSCAnkDZAjTi LOAD CASE(S) Standard Concentrated Loads (lb) Vert; 3— 137(B) 7=-137(B) 14=-70(B) 5=-61(B) 12=-26(B) 10=-70(B) 15— 61(B) 16=-61(B) 17=-61(B) 18=-61(B) 19=-61(8) 20— 61(B) 21= 61(B) 22=-61(B) 23=126(B) 24=-26(B) 25=-26(B) 26=-26(B) 27=.26(B) 28=-26(B) 29= 26(B) 30=.26(B) O WARNING-�iVerllytleargn pammefers enn aEAD NUTES CN TNIS ANp MCLUOEp M?EK HEFERANCE PAGE MI4l4" my 1WpMOtS eEFOHE USE Designvalid for use only with M9ek® connectors fits tleslgn a bps donly uponporometers shown entl Is for an individual bulltling component, not a truss system.: Before use, the building designer must verify Me applicability of tleslgn parameters entl properly Incorporate this tleslgn Into the overall bulltling tlesigh.Bror lntllceto is to prevent buckling of Intlivitlual truss web and/orcho d membersonly. Atltlitim..emporpry and permanent brocing Is always required for slobllity and to prevent collapse with possible personal in jury entl pro perry tlomago For general Bultldnce regprtling the IVI(1QK• lol.i 1lon, stOroge, delivery, erection and brocing of busses and buss systems seeANSU1P11 CuaIMByCri. , pSB-09 entl BC51 BUBCInp Componpnl Salpry lnlo..b. w .,J.ble from Russ P..te Institute, 218 N. Lee Sheet. Suite 312; Alexondrlo. VA 22314. 6904 Palle Easi Blvtl. Tampa, FL 33610 Job 1 Truss Truss Type , � City Ply I T77275585 1745435-PSLP-5713 CA Comer Jack 20 1 Job Reference (optional) butiaers rlrst Jource, mant Gny, VL- JGbbb, B.24U 6 May 13 2U19 MI I ex maUstrleS, Inc. bat Jun 1 UI:ZU:Ub 2U1U. rage 1 ID:7k84E7CgbeT>mt_Xyt ET6mAyKW 1 t-TgLfpiXwu25wJle7sm6GedxkFG8xz5YUhsvKGgzAjTh -1-0.0 1-0-0 1.0-0 1-0-0 Scale = 1:7.0 3x6 = STI.5x8 STP = Plate OUsets(X,Y)-- 12:0-6-00-0-6] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP _TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 - Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-P Weight: 5111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. - BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. - REACTIONS. I(lb/size) 3=8/Mechanical, 2=125/0-7-10, 4=9/Mechanical IMax 12=50(LC 12) IMax Uplift 3=-e(LC 1), 2=-74(LC 12) Max Gray 3=20(LC 8),. 2=125(LC 1), 4=18(LC 3) FORCES. ill) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE,7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; 1 C; Encl., GCpi=0.1B; MW FRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed; porch left and rightexposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81b uplift adjoin 3 and 74 lb uplift at joint 2. Thomas A Alban] PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: June 1,2019 WARNING-Issilydesignparemetchiand READ NOTES ON MIS AND INCLUDED MNEKNEFENANCE PAGE MOJ473 rev. 1"n015BEFONEUSE. • Design valid for use only with MlTelab connectors. This design is based only upon parameters Shown, and is for on Individual building component not ��' a truss system) Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of, Individual truss web and/or chord members only. Additional temporary and permanent bracing MjTlek Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and I systems, seeANSVTPII CualNByy CMeda, DSB-09 and BCSI Building Componont • Safety Informatbrravalloble from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexondrlo. VA 22314. 6904 Parke East Blvd. Tampa, 1 33610 Job i Truss Truss Type Oty Ply T77215566 1745435-PSLP-5713 CJ3 Comer Jack 18 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s May 13 2019 MiTek Industries, Inc. Sat Jun 1 07:29:07 2019 Page 1 I D:7k84E7CgbeTxm_Xyt ET6mAyKW 1 t-xsv112YYfMDnxuDBOUeVBrUtOgRLiYoewW fto6zAjTg 4-PO 3-0-0 7-PO 3-0-0 Scale: 1'=l' 3x8 = ST1.5xB STP LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.02 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Ven(CT) 0.02 2-4 >999 180 BCLL 0.0 ' Rep Stress [nor YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 MaMx-P Weight: 11 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=53/Mechanical, 2=186/0-7-10, 4=26/Mechanical Max Horz 2=104(LC 12) Max Uplift 3=-72(LC 12), 2=-103(LC 8), 4=-37(LC 8) Max Grav 3=53(LC 1), 2=186(LC 1), 4=52(LC 3) FORCES. (Ib)�- Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE'.7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4,2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 721b uplift at joint 3, 103 lb uplift at joint 2 and 37 Ito uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2019 O WANNINO �'Vonry tled9e perametereentl HEAD N0TE50N TN/S AND INCLUDED MIrEKHEFEflANCE PAGEMO-)4l3 rev' lDPoaQa15BEF0 USE. R Design valb far use only with MR018 connectors, this tleslgnis basetl only upon parameters shown, antl lsfor onindividual to ildfno camponenf, not a huss syatern Be/ore use, ire bulltling designer must verity the pppllceb" of tleslgn parameters antl rs peny Incorporate this tleslgn Into the overall q ���-��•YYYY■ bulltling design,.Bracingintlicated is to prevent buckling of lndlvitlual truss web and/or chord members only. Addieonoltemporaryano permanent bracing always required for stability antl to prevent collapse wlm possible personal lniury antl property tlamage. For gene... gddpnce regarding the MiTek' f fobncaflon, sibroge, tlelNery, erection antl bracing of trusses antl .. systems, s..Ml rwlt pyDlm. CrBnb, DSB4t9 antl BC51 Ban M Component SDlply Inlormhibrpvallable from Truss Plate Institute. 218 N. Lee Street, Suite 312; Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type City Ply T77215587 1745435-PSLP-5713 CJS Corner Jack 10 1 Job Reference (optional) Hungers Titer source, Tram ray, I-L- Jacob, 46 = ST1.5x8 STP= o.L4u s may I Lul U Will r eK mausmes, Inc. Dal Jun i ul:za:ua zuI u raga i ID:7k84E7CgbeTxm_Xyl ET6mAyKW1l-03TPEOZADgLeY2oC B9kj2lvm4c R72nBAORKYzA)Tf Scale = 1:17.9 -Plate OUsets(X,Y)-- f2:0-0-4,Edgel LOADING (psp. SPACING- 2-0-0 CSI. DEFL. In (too) Well Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.17 2-4 >323 240 MT20 244/190 TCDL 7.01 Lumber DOL 1.25 BC 0.87 Vert(CT) 0.16 2-4 >351 180 BCLL 0.01 ' Rep Stress Incr YES We 0.00 Hoa(CT) -0.00 3 n/a n/a BCDL 10.0� Code FBC2017/TPI2014 Matrix-P Weight: 18111 FT=20% LUMBER - TOP CHORD 2x4'SP No.2 ROT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=115/Mechanical, 2=252/0-7-10, 4=46/Mechanical Max Hoa 2=160(LC 12) Max Uplift 3=-139(LC 12), 2=-142(LC 9), 4=-65(LC 8) Max Grav 3=115(LC 1), 2=252(LC 1), 4=92(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-3-12 oc bracing. NOTES- 1) Wind: ASCE i7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.OpsC h=15fF Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139111 uplift at joint 3, 142 lb uplift at joint 2 and 65 Ib uplift at joint 4. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 69U Parke East Blvd. Tampa FL 33610 Date: June 1,2019 ®WARNING -V i/ydradIn Parameter and READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGEMIN471 rev. 10/012015 BEFORE USE • Design volld for use only with MiTek®connectors. This design is based only upon parameters shown, and is for an IndNltlual building component not a truss system.., Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only,. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fobrlcoaon. storage; delivery, erection and bracing of trusses and truss systems. seeANSI/IPII GoalBy CMerh,DSB-89 and BCSI Building Component • Sol Informational from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexorl 6904 Parke East Blvd. VA 22514, Tampa, FL 33610 Job Truss Truss Type Cry Ply T17215588 1745435-PSLP-5713 D01 Common Girder 1 2 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.240 s May 13 2019 MiTek Industries, Inc. Sat Jun 1 07:29:09 2019 �1 46 II 5x8 = 3.8 11 6x8 = """" 7x10 = evil = """"' 3xe 11. Sx8 = HTU26 HTU26 LUS26 LUS26 LUS26 LUS26 Scale =1:41.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.64 Vart(LL) 0.19 11-12 >999 240 MT20 244/190 -TCDL 7.0 Lumber DOL 1.25 BC 0.45 Ven(CT) -0.2710-11 >898 180 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(CT) 0.06 8 rda rda BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 2581b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-3 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 `Except* 5-11: 2x4 SP No.2 REACTIONS. '(Ia/size) 8=6597/0-7-10,2=4502/0-7-10 IMax Hon: 2=130(LC 24) jMax Uplift 8=-2650(LC 9), 2=-1856(LC 8) FORCES. (Ib)'- Max. Comp./Max. Ten. -Aft forces 250 (to) or less except when shown. TOP CHORD 2-3=-8847/3584, 3-4=-9024/3660, 4-5=-7283/2763, 5-6=-7284/2762, 6-7=-9335/3594, 7-8= 11628/4596 BOT CHORD 2-13=-3206/7765, 12-13= 3206/7765, 11-12=-3224/8043, 10-11=-3077/8325, 9-10=-4001/10237, 8-9=-4001/10237 WEBS 5-11=-2330/6271,6-11=-2721/1257,6-10=-1150/2761,7-10=-2212/1081, 7-9=-928/2196, 4-11= 2302M346,4-12=-1251/2323,3-12=-302/438 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE p-10: Vu1t=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=5.Ops1; h=15ft; Cat. II; Exp C;_ Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2650 to uplift at joint 8 and 18561b uplift at joint 2. 1 8) Use Simpson Strong -Tie HTU26 (20-1 od Girder, 14-1 Odx1 1/2 Truss, Single Ply Girder) or equivalent at 7-0-12 from the left end to connect truss(es) to back face of bottom chord. 9) Use Simpson Strong -Tie. HTU26 (20-10d Girder, 11,10dx1 i/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 11-0-12 to connect truss(es) to back face of bottom chord. 10) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-1 Od Truss) or equivalent spaced at 2-0-0 oc max. starling at 13-0-12 from the left end to 19-6 -112 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cell 6634 6904 Parke East Blvd. Tampa FL 33610 Date: bina 1 Pn1f0 ndard ' Q WARNING-�VeNty tleslgn parameters end READ Mo" s Oq Tgls as 0CL up DMm` gEFEgAq"6PACEMII-]473 rev. ]9A131L915BEFOREUSE. Design valid for use only with Mneltiit connectors, this tleslgn Is based only upon parameters shown antl Is for on Individual bullang component, rat a Muss system.; Before use, the building designer must verify the pppllcablllty of tleslgnporameters antl properly Incorporate this tleslgn Into me overall building tleslgn. Bracing lnol..... is to prevent buckling of no vlduolfruss web antl/or chord members only. Ad"".,.'temporary and permanent brocing Is always required for stablllfy and to prevent collapse_imposslbla personal Injury antl property d-mage, For general guidance regarding the fa fricaaon, storage, delivery, er..".n and brocing of trusses on, truss systems, s--Mtt1/IPI1 0..'1 Criteria DSM9 and aC51 Buadhrg Component Sulory Iidiumu lbmvollobla from 1.. Plate Institute, 218 N. tee Street Suit. 312. Alexandria," 22314, ' MiTek 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type . Oty Ply T172155BB 1745435-PSLP-5733 D01 Common Girder 1 2 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 6.240 S May 13 2019 MI l eK lnauslnes, Inc. bat Jun l u/:%v:uv zu v raga[ ID:7k84E7CgbeT=—Xyl ET6mAyKWIFUFIOSkaoBZTVACNaYvgzGGZ9DT2mAHFxNq t7zAlTe LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 5-812-8=-20 Concentrated Loads (Ib) Vert: 9=-953(B) 12=-2011(B)'14=-1390(B) 15= 1390(B)16=-947(B) 17= 953(B) 18= 953(B) 19=-950(B) O WARNING-Verifydea1901a1amef...d READ NOTES ON MIS AND INCLUDED MfIEKREFERANCEPAGEMIP7473rev. 111103Q015DEFORE USE �■� Design valid for use only with Mnek®connectors. This design is based only upon parameters shown. and Is for an individual building component,not a truss system. Before use, the building designer must verify the applkablllN of design parameters antl properly incorporate this design Into the overall bulldlnit desgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of trusses antl truss systems, seeMSIy1Pl1 Quality Criteria, DSB439 and BCSI Building Component 69N Palle East Blvd. Safety Bsformatbnwoi alolo from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job , Truss Truss Type Oiy Ply T77215589 1745435-PSLP-5713 D02 Hip 1 1 Job Reference (optional) Builders First Source, Flant Orty, FL-02555, U24U a May la 2Ule MI I eK maustnes, im. pat UUn l U/:2Y:IU 2UIU r IN 4.6 = 4x6 = 4 5 3x4 = SIB = 4x6 = 4x6 = 9-0-0 11-8-0 20-8-0 a.n.n o v n I Scale=1:37.3 Plate Offsets (XY)-- 19:0-3-0,0-3-01 LOADING (psf), SPACING- 2-0-0 CSI. OEFL. in (loc) Vdefl Ltd PLATES GRIP TCLL 20.0, -TCDL Plate Grip COL 1.25 TC 0.87 Vert(LL) -0.16 7-9 >999 240 MT20 244/190 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.33 7-9 >725 180 BCLL 0.0 - Rep Stress Incr YES WB 0.19 Hom(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-SH Weight: 93 lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=812/0-7-10,7=812/0-7-10 Max Ho¢ 2_ 112(LC 10) ,Max Uplift 2=-346(LC 12), 7=-346(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1171/1263, 3-4=96511099, 4-5=-821/997, 5-6=-965/1099, 6-7=-117111263 BOT CHORD 2-10= 982/990, 9-10=-559/821, 7-9=-864/990 WEBS 3-10=-291/633,4-10=-416/325, 5-9=-417/325, 6-9=-291/634 NOTES- 1) Unbalanced foof live loads have been considered for this design. 2) Wind: ASCEI7-10; Vult=170mph (3-second gust) Vasd=132ni TCDL=4.2ps1; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; Iv1WFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exledor(2) 5-0-0 to 21-8-0 zone; cantilever left and fight exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 346 Ito uplift at joint 2 and 346 Ito uplift at joint 7. Thomas A Albans PE No,39380 MTek USA, Inc, FL Cert 6634 III Parke East Blvd. Tampa FL 33610 Date: June 1,2019 Q WARNING 7Nri desfan peershii end BEAD NOTES ON THIS AND INCLUDED MNEK REFERANCE PAGE MIA7473 rev. laAxUlOfS BEFORE USE. • Design,clld for use only with MlTei connectors. This design is based only upon parameters shown. and is far on Individual building component not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary antl permanent bracing MiTek' Is always required for stability and to prevent collapse with postible personal Injury and property damage. For general guidance regarding the fabticaaon, storage, delivery, erection and bracing of trusses and truss systems. seeANSVwlt Cuaity CMnW, Di and SCSI Buldbp Component 69N i East Blvd. • Safety Nformolbravalloble from Tmss Rote Institute.218 N. Lee Sheet Suite 312. Alexoni VA 22314.. Tamp., FL 33610 Job Truss Truss Type , City Ply T17215590 1745435-PSLP-5713 D03 Hip Girder 1 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.240 s May 13 2019 MiTek Industries, Inc. Sat Jun 1 07:29:122019 Page 1 ID:7k84E7CgbeTm-Xyt ET6mAyKW 1t-Igjw4mchUur31 g69D1 DhuuBdPh_1 NkeN3oMeUJzAITb -1-0.0 7.0.0 13-8-0 k20-8-0 21.8-0 7.0.0 6-8-0 Q 1-0 0 I Scale = 1:37.5 Special 6x8 = Special NAILED NAILED NAILED like 3 10 11 12 4 STI.54 STP = 2.4 II NAILED NAILED 44 = 3x4 = ST1.5x8 STP = 3x6 = Special NAILED Special 34 = LOADING (psl SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 20.0 -TCDL Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.16 7-9 >999 240 MT20 244/190 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.32 7-9 >756 180 BCLL 0.0� Rep Stress lncr NO WB 0.28 Horz(CT) 0.07 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 941b FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc puffins. 3-4: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-9 old bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1536/0-7-10, 5=1536/0-7-10 'Max Horz 2=-8B(LC 6) Max Uplift 2= 1121(LC 8), 5=-1121(LC 9) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3- 2798/2079, 3-4=-2383/1919, 4-5=-2800/2080 BOT CHORD 2-9=-1793/2405, 7-9=-1782/2381, 5-7=-1736/2407 WEBS 3-9=-272/739,4-7=-286/740 NOTES- 1) Unbalanced foot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf; h=15h; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1121 Ib uplift at joint 2 and 1121 lb uplift at joint 5. 7)'NAILED' indicates 3-10d (0.148'x3') or3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection device (a) shall be provided sufficient to support concentrated load(s) 2041b down and 331 He up at 7-0-0, and 204 lb down and 331 lb up at 13-8-0 on top chord, and 321 Ib down and 385 lb up at 7-0-0. and 321 Ib down and 385 Ib up at 13-7-4.on bottom chord. The design/selection of such connection devices) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i LOAD CASE(S) Standard 1) Dead+ RooflLive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 54, 3A-_-54, 4.6=-54, 2-5=-20 Concentrated Loads (lb) Van: 3_ 157(F) 4=-157(F) 9=-321(F) 7= 321(F) 10=-107(F) 11=-107(F) 12=-107(F) 13=-57(F) 14=57(F) 15- 57(F) Thomas A A ll ani PE No.36360 hi USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 1,2019 O WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M67473rev. 1040.12015 BEFORE USE �■�' Design valid for use only with Mlri connectors. This design is based only upon parameters shown, and is for an lndNlduol building component, hot a imss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is o prevent buckling of lndNldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. seemsfir PII Cually CMeekk DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Informatio aavoiloble from Truss Rate institute. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T17215591 1745435-PSLP-5713 E01 Hip Girder 1 1 Job Reference o tional Builders First Source, Plant City, FL- 32566, 8.240 s May 132019 MiTek Industries, Inc. Sat Jun 1 07:29:132019 Page 1 ID:7k84E7CgbeTxm_xyt ET6mAyKW1t-mOHIHSdJFCzwfghLnikw06koT5Jv6BdWIS6COmzAjTa -1-0-0 7-0.0 15-0-0 22-0-0 23.0-0 1-PO 7.0.0 8.0.0 7-PO 1 31 Special 6xa = NAILED 10 Special NAILED NAILED 5x6 = 11 12 4 Scale= 1:39.8 STI.5x8 STP= 2x411 NAILED 5.6 WB= 3x4= ST1.5x8 STP= 3x6 = Special NAILED NAILED Special 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Ve I(CL) -0.21 7-9 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.46 7-9 >561 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 Horz(CT) 0.07 5 me Na BCDL 10.0 Code FBC2017/1'P12014 Matrix-SH Weight: 102 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 -Except- TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc pudins. 3-4: 2x6 SP M 26 - BOT CHORD Rigid ceiling directly applied or 4-6-4 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 3-7 5-8: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. i(Ib/size) 2=1583/0-7-10, 5=1588/0-7-10 IMax Horz 2=-88(LC 6) Max Uplift 2=-1132(LC 8), 5=1135(LC 9) FORCES. (Ib) - Max. CompuWax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2912/2098, 3-4- 2497/1941, 4-5=-2930/2105 BOT CHORD 2-9=1811/2507, 7-9=-1800/2482, 5-7=-1754/2522 WEBS 3-9=-263/771, 4-7=-270/783 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss Has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1132111 uplift at joint 2 and 1135 lb uplift at joint 5. 7) 'NAILED' indicates 3-1 Did (0.148'x3') or 3-12d (0.148'x3.25') toe -nails per NOS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203lb down and 331 lb up at 7-0-0. and 204 lb down and 331 lb up at 15-0-0 on top chord, and 321 Ib down and 385 lb up at 7-0-0, and 321111 down and 385 lb Up at 14-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25- Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-6_ 54, 2-5=-20 Concentrated Loads (III) Verti 3- 157(F)4=-157(F)9- 321(F) 7=-321(F) 10=-107(F) 11- 107(F) 12=-107(F)13_ 57(F)14=-fi 15=.57(F) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2019 QWARNING-Verity deslenperametelsand READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMIAMM'ex. INa'VfeISBEFOREUSE. �■�' Design void for use only with Mnei connectors. This design Is based only upon parameters shown, and Is for on Individual building component, notss Bel' a trusystem, Before use. Me bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of lndlvlduol mrs, web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property domage. For general guldonce regarding the fabrication, storage. delivery, erection and bracing of Trusses and truss systems. seeMSM11 Cua16y Creeds, DSBA9 and SCSI building Component 69M Parke East Blvd. Safety Infamiafbssovallable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , r CRY Ply T17215592 1745435-PSLP-5713 E02 HIP 1 1 �Jolo Reference (optional) Builders First Source, Plant City, FL- 32566. 8.240 s May 13 2019 MiTek Industries, Inc. Sat Jun 1 07:29:14 2019 Page 1 ID:7k84E7CgbeTxm_Xy1 ET6mAyKW 1t-EDghVRexOW 6nHzFXKSG9zJHryUiGrhhgXBrlYCZNTZ 7-10.8 14-1-8 22-0-0 _ 23-0-0 i-0.0 7-10.8 6-3-0 7-10.5 1-0-0 Iu 5.8 = 46 = Scale = 1:39.8 ST1.5.8 STP= 2x4 II 3.6 = 3x4: ST1.5x8 STP= 4x6 06 = - Plate Offsets (X,Y)-- f3:0-5-4,0-2-01. (4:0-3-8,0-2-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP - TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Verl 0.18 5-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Veri -0.24 2-9 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.12 HOr2(CT) 0.04 5 n/a n/a BCDL 10.0. Code FBC2017/7PI2014 Matrix-SH Weight: 931b FT=20% LUMBER - TOP CHORD 2x4 SP NoA 'Except' 3-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=862/0-7-10, 5=862/0-7-10 Max Hom 2=-99(LC 10) Max Uplift 2=-348(LC 12), 5=-348(LC 13) FORCES. Ila) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1245/1010, 3-4=-1024/1046, 4-5=-1245/1009 BOT CHORD 2-9=-670/1018, 7-9=-669/1024, 5-7=-664/1018 WEBS 3-9=0/287, 4-7=-1/287 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-5-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE040; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 7-10-8, Exledor(2) 7-10-8 to 22-7-5, Interior(1) 22-7-5 to 23.0-0 zone; cantilever left and fight exposed ;C-C for members and tortes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 348 Ito uplift at joint 2 and 348 lb uplift at joint 5. Thomas A. Alban! PE No.39380 61i ak USA, Ino. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: June 1,2019 QWARNING,VeNfydeslSnparsm U,..EBEAD NOTES ON MIS AND INCLUDED MDEKBEFENANCEPAGEMIP74nne, Instal BEFORE USE. Design valid for use only with MQek® connectors. This design Is based only upon parameters shown, and Is for an IndNldual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' s always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage. delivery. erectlon and bracing of musses and truss system& seeANSVIPII Cua]MByy Cdforki DSB 89 and BCSI Bull Component 6904 Parke East all Safety Inform atbrnva0obie from Truss Plate Institute. 218 N. Lee Street Suite 312 Alexandria. VA 22314. Tampa, FL M610 Job Truss Truss Type r Oty Ply T77215593 1745435-PSLP-5713 E03 Common 1 1 Job Reference (optional) nunoers ruse bource, ream uly, VL- azbbo, b.zru s rvmy acme rvn en muusnes, am. aa, Bun iw.ce.m m,e 3 1 4x6 = 4 4x6 = 46 = Scale = 1:40.4 N2 13-11.4 22.0.0 6.0.12 s40.9 8-0-12 LOADING (psf)i SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ven(LL) -0.10 6-8 >999 240 MT20 244/190 TCDL 7.0. Lumber DOL 1.25 BC 0.58 Vert(CT) -0.22 6-8 >999 180 BCLL 0.0.` Rep Stress lncr YES WB 0.25 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 101 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=862/0-7-10, 6=862/0-7-10 'Max Hom 2=-I34(LC 10) Max Uplift 2=-377(LC 12), 6=-377(LC 13) FORCES. (Ib),- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1315/1038, 34— 1135/969, 4-5=-1135/969, 5-6=-1315/1038 BOT CHORD 2-10=-772/1121, 8-10=-355/765, 6-8=-800/1121 WEBS 4-8=-325/408, 5-8=-281/458,4-10=-325/408, 3-10=-281/458 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-5 oc pur ins. BOT CHORD Rigid ceiling directly applied or 6-6-5 oc bracing. NOTES- 1) Unbalanced loot live loads have been considered for this design. 2) Wind: ASCEI7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-0-0, Extedor(2) 11-0-0 to 17-0-0. Interior(1) 17-0-0 to 23-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 377 lb uplift at joint 2 and 377 Ib uplift at joint 6. w �d Thomas A Albert PE No.39380 MiTek USA, Inc. FL Ced 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: June1,2019 O WARNING - Verily design pzrametersaad READNOTES ON MIS AND INCLUDED MITEKREFERANCE PAGE els-7473raK JGGI&015 BEFORE USE. ��- Design v. Id (or use only with Mff-a connectors. ihls tleslgn is based only upon parameters shown antl is far an IndlvIduol bulltling component not a truss systerq, Before use, the bulltling tleslgner must verlN the Cc" Cobll4y of tleslgn parameters and properly Incorporate this tleslgn Into the overall building tleslgn, Brccing lnocatetl lsto prevent buckling of lntlivitlual hussweb antl/orchortl members only. Addltloncl temporary and permanent bracing M(Tek- splwaysrequlretlforstabllltypntlto prevent collapse with possible personpllnjury antl p'.Pelty tlomoge. For general gultlence regprtling }ne fpbriconon storage. tlelivery, erection antl bracing of hussas antl huss systems, seeAN6U1Pl l Oual66yy Cme4o, Da. antl a'SI Buttlbp lamponant 6904 Parke East Blvd. Sofory NlernlalbrgvpilOble ham truss Plate Insfitute. 218 N. Lee Sheai, Suite 312: Alexonor., VA 22314. Tampa, FL 33610 Job I Truss Truss Type I Oty Ply T77215594 1745435-PSLP-5713 E.15 Jack -Open 15 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566. 4x6 = ST1.5x8 STP= 8.240 s May 132019 MiTek Industries, Inc. Sat Jan 1 07:29:162019 Page 1 ID:7k84E7CgbeTxm_Xyl ET6mAyKW 1t-BbyRw7fCX7MV W HPw5tid2kMGIIUJJc1 z_OKsd5zAjTX LOADING (psf) SPACING- 2-0-0 CSI. DEPL. in (lac) Udefl Ud - TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Ved(LL) -0.03 2-4 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Hom(CT) -0.00 3 n/a rJa BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 -BOTCHORD 2x4SPNo.2 REACTIONS. (lb/size) 3=115/Mechanical, 2=252/0-7-10, 4=46/Mechanical Max Harz 2=160(LC 12) Max Uplift 3=-139(LC 12), 2=-103(LC 12) Max Grav 3=115(LC 1), 2=252(LC 1), 4=92(LC 3) FORCES. (Ib)�- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:17.0 PLATES GRIP MT20 244/190 Weight: 18lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0pst h=15h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 3 and 103lb uplift at joint 2. Thomas A Albani PE No.39380 IM rek USA, Inc. FL Cart 6634 69M Parke East Blvd. Tampa FL 33610 Date: June 1,2019 Q WARNING- K ri/ydeslgn pardmefera end READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGE M0.)473 rev. I00.V101SBEFORE USE ' Design valid for use only with Miledia connectors. This design Is based only upon parameters shown, and Is for an indlvldu0l building component, not a truss system. Before use, the building designer must verify the applicoblllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW6alwaysrequired for stability antl to prevent collapse wim possible personal Injury and property damage. For general guidance regarding Me fabrication, storage. delivery, ereceon antl brocNg of trusses and truss systems, seeANSVr r Quality Criteria. DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety intonrivaomvoiloble from Loss %ate Irutitute, 21B N. Lee Sheet Suite 312. Alexandra VA 22314. Tampa. FL 33610 Job - Truss Truss Type , - Oly Ply T77215595 1745435-PSLP-5713 EJ7 Jack -Open 20 1 Job Reference o tional Builders First Source, Plant City, FL-32566, 8.240 a May 13 2019 MI Iek industries, Inc. Sat Jun 1 0C29ati 2019 Page l ID:7k64E7CgbeTxm—Xyl ET6mAyKW1 t-BbyRw7fCX7MVWHPwStid2kMleIN5Jc1z OKsd5zAi -LO-O 7-0.0 ' 1-0-0 { 7.0.0 Scale - E24.e 3x8 = ST1.5xe STP= 'Plate Offsets (X,Y)-- 12:0.8-0 0-0-101 LOADING (psli SPACING- 2-M CSI. DEFL. in (loc) Udefl I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 016 2-4 >505 240 MT20 2441190 TCDL 7.0'. Lumber DOL 1.25 BC 0.72 Verl(CT) -0.18 2-4 >438 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Na I BCDL 10.0; Code FBC2017/TPI2014 Matrix-SH Weight: 24 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (Ile ize) 3=161/Mechanical, 2=323/0-7-10, 4=77/Mechanical Max Horz 2=216(LC 12) Max Uplift 3=-176(LC 12), 2— 124(LC 12) Max Grav 3=161(LC 1), 2=323(LC 1), 4=121(LC 3) FORCES. (Ili -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE'.7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.OpsC h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 lb uplift at joint 3 and 1241b uplift at joint 2. Thomas A Albani PE No,39380 MiTek USA, Inc. FL Celt 8634 6904 Parke East Blvd, Tampa FL 33610 Date: June 1,2019 AWARNING -Verlrydesign paramefenia dREADMOTESONMISANDINCLUDEDMTEKREFERANCEPAGEM'PUbdmv.1W01015BEFOREUSE Design valid for use only will MBek® connectors. Tits design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bulltling designer must verify the applicability, of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndNltlual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with pCellble personal Injury and property damage. For general guidance regarding the fobricatlon, storage, delivery, erection and bracing of fruses and truss systems, sseANSVTPII Quality CMoria,DSB-09 and BCSI Building Component 69N Parke East Blind. Safely Infor iatio ovoiloble from Truss Plate Insfitute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type r Cty Ply T77215596 1745435-PSLP-5713 Got Hip Girder 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 6.240 a May 13 2019 MiTek Industries, Inc. Sal Jun 1 07:29:18 2019 3 2A = 3x4 Special VSpecial 3x4 = Scale = 1:30.5 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' 8CDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TIC 0.70 BC 0.57 We 0.15 Matrix-SH DEFL. in Vert(LL) 0.12 Vert(CT) -0.13 Horz(CT) -0.04 (toe) II 7-8 >999 240 7-8 >999 180 5 n/a n/a PLATES GRIP MT20 2441190 Weight: 79 I6 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc puffins. BOT CHORD 2x4 SP No.2 - Except: WEBS 2x4 SP No.3 4-5-0 oc bracing: 34 BOT CHORD Rigid ceiling directly applied ors-5-15 oc bracing. REACTIONS. (Ib/size) 2=873/0-7-10, 5=873/0-7-10 Max Horz 2=-67(LC 25) Max Uplift 2=-753(LC 5), 5=-753(LC 4) FORCES. (Ill Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1416/1278,3.4=-1206/1180,4-5=-1417/1278 BOT CHORD 2-8=-1104/1193, 7-8=-1115/1205. 5-7=-106011193 WEBS 3-8=-194/403,4-7=-1961403 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE, 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf;, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with anyother live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 753 lb uplift at joint 2 and 753 lb uplift at joint 5. 7) Graphical Pullin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 8) 'NAILED' indicates 3-1 Od (0.148'4') or 3-12d (0.148'x3.25') toe -nails per NOS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1B4 lb down and 3041b up at 5-0-0, and 184 Ito down and 304 lb up at 11-0-0 on top chord, and 114 lb down and 121 lb up at 5-0-0, and 114 Ito down and 121 Ib up at 10-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 101 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ell) Vert: 1,3=-54, 34=-54, 4-6=-54, 2-5=-20 Concentrated Loads (Ib) Veni 3— 137(B) 4=-137(B) 8=-70(B) 7=-70(B) 10=-26(B) 11= 26(B) Thomas A Ali PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: June 1,2019 QWANNII Vedlydeslanparemefsrsand NEAR NOTES ON THIS AND INCLUDED MITEKNEFENANCE PAGE MIF74Tarev. laa&Y?015 BEFORE USE Design valid for use only with MFek® connectors, this design Is based only upon parameters shown, and Is for an Individual building component, not a them system. Before use, the building designer must verify the applicablllty, of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabOcoaoru storage.delivery. erection and bracing of trusses and buss systems. seeANldthp 1 Quality Cm/edu, DSSA9 and SCSI Bull Component Safely Inform. ationavollable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. MiTek' 6904 Page East Blvd. Tampa, FL 33610 Job Truss Truss Type i Ply T17215597 1745435-PSLP-5713 HJ1 Diagonal Hip Girder �Qiy 1 1 Job Referenra o tional duitaers Past Jounce, Plant city, I'L-J2bbb, arwus may l J zar a mrrne nNus... US, nV. JE+aWI i Vr.c J 2x4 = Scale = 1:9.5 LOADING (pat). SPACING- 2-0-0 CSL DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TIC Vart(LL) -0.00 2-4 >999 240 MT20 244A90 - TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress In NO WB 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0' Code FBC2017/tP12014 Matt ix-P Weight: 11 Ib FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP NO.2 REACTIONS. (Ib/size) 3=13/Mechanical, 2=194/0-10-7, 4=24/Mechanical Max Horz 2=94(LC 4) Max Uplift 3=-42(LC 19), 2=-152(LC 4) Max Grav 3=73(LC 22), 2=194(LC 1), 4=49(LC 3) FORCES. (Ib)i- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 la11 by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and 152 lb uplift at joint 2. 6) 'NAILED' Indicates 3-11 (0. 1 48'x3') or2-12d (0. 1 48'x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 5=43(F=21, B=21) Thomas A Alban PE No.39360 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2019 ,&WARNING- yerirydeslgn1yamefersand REAUNOTES ON MIS AND INCLUDED MMEKREFERANCE PAGE M147473re410AX p15 BEFORE USE Design valid for use only with MiTekS connectors. this design is based only upon parameters shown, and is for an Individual bulltling component, not a truss system. Before use, the building deslgner must verify the applicablllfy of design parameters and properly Incorporate this tleslgn Into Me overall bulltling tleslgn. Bracing Indicated lS to prevent buckling of lndIvldual truss web and/or chord members only. Additlonol temporary and permanent bracing MiTek' Is always roculred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regartling the fabricatlon.storage. dellvar. erection and bracing oftrueasond puss systems. seeANSUR97 Qua] lly Criteria, Oil and SCSI Building Component 6904 Parke East Blvd. - Safely Informationavailobie from Truss Plate Institute, 218 N. Lee street Sulte 312, Alexandria. VA 22314. Tampa, FL 33810 Job Truss Truss Type , r r City Ply T17215598 1745435-PSLP-6713 HJ5 Diagonal Hip Girder 4 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s May 13 2019 MiTek Industries, Inc. Set Jun 1 07:29:19 2019 Page 1 3x4 = Scale = 1:16.7 7.0-1 LOADING (psi)' SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.22 2-4 >367 240 MT20 244/19D TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.17 2-4 >460 180 BCLL 0.0 ' Rep Stress Inch NO W B 0.00 Hors(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 241b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=153/Mechanical, 2=315/0-10-7, 4=72/Mechanical Max Horz 2=177(LC 4) Max Uplift 3=-155(LC 4), 2=-281(LC 4), 4=-96(LC 5) Max Grav 3=153(LC 1), 2=315(LC 1), 4=118(LC 3) FORCES. (lb);- Max. Comp✓Max. Ten. -All forces 250 (I s) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.1Q MWFRS (envelope); cantilever left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155lb uplift at joint 3, 281 lb uplift at joint 2 and 96 lb uplift at joint 4. 6) 'NAILED' indicates 3-1 Did (0.148'x3') or2-12d (0. 1 48'x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-S4, 2-4=-20 Concentrated Loads (lb) Vert: 5=44(F=22, B=22) Thomas A. Albani PE No.39380 Mil USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2019 A WARNING, Verify Ceslgnparsmefer4 antl READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMII-7473 1e1 101032015DEFOREUSE. �■�' Design valid far use only with MOelt®connectors. This design is based only upon parameters shown, and is for an individual building component, not ■ fir a truss system. Before use, the building designer must verity the applicability of design parameters antl properly Incorporate this design Into the overall �n building tleslgn. Bracing Indicated is to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systams, seeAN3"II Cuallry CM.do, DSB.89 and BCSI BuIll Component 6904 Parke East Blvd. Safety Informatbrevollable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type r City Ply T17215599 1745435-PSLP-5713 I Diagonal Hip Girder 5 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 6.24U s May 13 2019 MI I eK Ineusines, Inc. bat Jun 1 U/:29:2U ZU19 Yage 1 ID:7k84E7CgbeTwn_Xy1 ET6mAyKW 1t-3MCylViibMsi(tulhhlMZCaX3fvpxFM2Yv213mszAyTT Scale = 1:22.2 31 = r 11 5 NAILED NAILED NAILED 3x4 = 5-1.9 4-8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.06 6-7 >999 ISO BCLL 0.0 ' Rep Stress [nor NO WB 0.32 Horz(CT) -0.01 6 ni n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 421b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-9 oc bracing. -WEBS 2x4 SP No.3 - REACTIONS. (lb/size) 4=126/Mechanical, 2=444/0-10-7, 6=293/Mechanical Max Harz 2=233(LC 4) Max Uplift 4=-151(LC 4), 2=422(1_134), 6=-363(LC 5) FORCES. (Ib),- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-660/658 BOT CHORD 2-7=-722/590, 6-7=-722/590 WEBS 3-7=-182/270, 3-6=-637/780 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf•, BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide Will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 Ib uplift at joint 4,422 lb uplift at joint 2 and 363 lb uplift at joint 6. 7) "NAILED" indicates 3-1 Od (0.148'x3') or 2-12d (0.141 toe -nails per BIDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) " Vertl, 1-4=-54, 2-5=-20 Concentrated Loads (lb) Vert: 8=44(F=22, B=22) 10=-76(F=-38, B= 38) 13=36(F=18, B=-18) Thomas A. Alban! PE No.39380 htiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 1,2019 A WARNINGI-Vedry statists p nstirt nand READ NOTES ON TNISAND INCLUDED MREK REFERANCE PAGEM1414" rev. 10M3Te15BEFORE USE. valid for use only with Mre1� connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Nil' a truss system. Before use, the building designer must verify me applicability, of design parameters and popery Incorporate this tlesign Into the overall bending design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addlflonal temporary and permanent bracing MO Is always regpiredfor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sttorage, delivery, election and bracing of trusses and truss 6904 Parke East Blvd. systems, seeANSU1Pi1 treat XByy CMnb, DSB49 and BCSI Building Component Satisfy mfomiatbtwvollabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r ' ' Cry Ply T7721560D 1745435-PSLP-5713 Vol GABLE 1 1 Job Reference (optional) oumers nrst coulee, rlalll Illy, rL- JeJoo, 46 = 3 Scale =1:18.3 a 7 6 20 i 2x4 II 2x4 II 2x4 II 2x4 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (too) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a - n1a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) I - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS '2x4 SP No.3 REACTIONS. All bearings 9-9-0 PLATES GRIP MT20 244/190 Weight: 34 to FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. (Ib)- Max HoR 1=47(LC 10) Max Uplift All uplift 100 to or less at joint(s) 1,.5 except 8=-133(LC 12). 6=-133(LC 13) Max Gmv All reactions 250 Ib or less at joint(s) 1, 5, 7.8. 6 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8= 147/450, 4-6= 147/450 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpI=0.18; MWFRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) 1, 5 except Qt=lb) 8=133, 6=133. i Thomas A Albani PE No.39380 61iTek USA, Inc. FL Cart 66M 69114 Parke East Blvd. Tampa FL 33610 Date: June 1,2019 ,&WARNING:-Vodrydoslan Pammerersand READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MIF147arov. ialullefa BEFORE USE Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and Is for an Individual building Component, not a hum system. Before use, the building designer must verity the applicability of design parameters antl propery Incorporate ills design Into the overall building desiggn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always regbired for stability and to prevent collapse with possible personal Injury and property damage.. For general guidance regarding the fabrication, storage, delivery, erection antl bracing of Muses and truss systems, see ullift Pl I Quality Cdlnb, D6B419 and BC61 Buill Component 6904 Parke East Blvd. Salety Inlormotbmvolloble ham Truss Plate Institute, 18 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type t + + Oty Ply T77215601 1745435-PSLP-5713 V02 Valley 1 1 Job Reference (optional) Builders First Source, Plant City, FL-32566. 8.240 s May 13 2019 MiTek Industries, Inc. Sat Jun 1 07:29:22 2019 Page 1 beTxm_Xyt ET6mAyKW 1t-?IJiAAky7z6fECt4o8P11?cOgayjHCrMMnAq"TR Scale = 1:31.6 4x6 = 16 3xB II 12 11 10 3.8 II 2.4 11 2x4 11 2x4 11 Plate Offsets (X,Y)-- 12:0-5-13,Edgel 18:0-5-13,Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP - TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Veri(LL) 0.00 8 Nr 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Ven(CT) 0.00 9 n/r 120 BCLL 0.0 ' Rep Stress Mar YES W B 0.21 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 771to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 0o puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-2-14, Right 2x6 SP No.2 2-2-14 REACTIONS. All bearings 15-10-0. (Ib) - Max Horz 2=100(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-106(LC 13), 8=-118(LC 13), 10=-239(LC 13), 12=-244(LC12) Max Gray All reactions 2501b or less atjoint(s) 2, 8, 11 except 10=324(LC 24), 12=324(LC 23) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-154/278, 4-5=-191/572, 5-6_ 191/571, 6-8=-152/278 WEBS 6-10=-240/714, 4-12=-240/714 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE'7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-1-0 to 4-11-0, Exlerior(2) 4-11-0 to 7-11-0, Corri 7-11-0 to 13-11-0, Exterior(2) 13-11-0 to 16-11-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 2, 118lb uplift at joint 8, 239 Ile uplift at joint 10 and 244 It, uplift at joint 12. Thomas A Alban) PE No.3938D Mil USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2019 A WARNING wrIfj dssl9nparamefemand READ NOTES ON THISAND INCLUDED MGEKREFERANCEPAGEMIF74alap. lata2015BUORE USE. �■� Design valid for use only with MaekO connectors. This design is based only upon parameters shown. and Is for on Individual building component not a truss system: Before use, the building designer must verify the appllcablllty of design parameters and Tracery Incorporate this design Into the overall ■.f�"�d building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPl1 Quall1l1yy Criteria, DSB-89 and BCSI aunding Component Safety Informatbrevallabie from Truss Plate InsBNte, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type r l ' Cry Ply - T17215602 1745435-PSLP-5713 V03 Valley 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566. 8.240 a May 132019 MiTek Industries, Inc. Sat Jun 1 07:29:23 2019 Page 1 ID:7k84E7CgbeT=—Xyl ET6mAyKW 1t.TA40WIbuHEVsMRGMrwGgD9bU7vaSkY7bOXkMBzAjTO 8-0.0 16-0-0 8.0.0 1 S-0-0 ' 3x4 i 4x6 = 2x4 II 2x4 II 2x4 II 3x4 1 Santa = 1:27.2 -o d 0.0-8 15.11-8 LOADING (pso SPACING- 2-M CSI. DEFL. in (lac) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ved(LL) n/a - n/a 999 MT20 244/190 ,TCDL 7.0 Lumber COIL 1.25 BC 0.16 Ved(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Inch YES WB 0.21 Hom(CT) 0.00 5 n/a I BCDL 10.0 Code FBC20171TP12014 Matrix-SH Weight: 58 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 15-11-0. (Ib) - Max Horz 1=82(LC 11) Max Uplift All uplift 100 lb or less at Joint(s) 1, S. 7 except 6=-229(LC 13), 8=-230(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 5 except 7=252(LC 1), 6=323(LC 24). 8=323(LC 23) FORCES. (lb)i- Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-88/306, 3-4=88/306 WEBS 4-6= 235/692, 2-8=-235/692 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCEI7-10; Vult=170mph (3-second gust) Vesd=132mph; TCDL=4.2psC BCDL=5.Opsh h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-7-9 to 6-7-9, Exterior(2) 6-7-9 to 8-0-0, Comeh(3) B-0-0 to 14-0-0, Exterior(2) 14-0-0 to 15-4-7 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ^ 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 1, 5, 7 except at=lb) 6=229, 8=230. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Ced 669 6904Parka East Blvd. Tampa FL 33610 Date: June1,2019 AWARNING :,VeritydesignparametdIU ersanREADNOTESONTHISANDINCLUDEDMITEKREFERANCEPAGEF74T3.v.la4)a'201SBEFOREUSE. Design valid for use only with MOek® connectors. rhis design Is based only upon parameters shown, and Is for on Individual building component. not a truss system. Before use, the building ❑esigner must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling tleslgn. Bracing indicated is to prevent buckling of lntllvidual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' s always required for stoblllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. SeeANSIM11 QualIiktyy Cdi DSI-89 and SCSI Building Component 6904 Parke East Blvd. Soloty Inlemiatlonavoiioble from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexontlrlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type x e x Oty Ply T17215603 1745435.PSLP-5713 VO4 Valley 2 1 Job Reference (optional) Cuilaers Vital source, Plant Uny, I-L-a25bb, 1.E41) 6 May is %unu Mi I or indicates, Inc. Sat Jun 1 U/:ZB:Z4 ZU151 Page 1 ID:7k84E7CgbeTxm](yl ET6mAyKW tt.yBRTbslDfaMMTWOSwYRVNOhIJ W 71BDFBggGHvdzAiTP 4x6 = N Scale=1:21.6 3x6 ss 4 2x4 II 3x6 1 LOADING (psf) 'SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) n/a - 1 999 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) I - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WS 0.11 HoR(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 PLATES GRIP MT20 2441190 Weight: 391b FT=20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=177/11-11-0,3=177/11-11-0,4=440/11-11-0 Max Harz 1=60(LC 8) Max Uplift 1— 94(LC 12), 3=-105(LC 13), 4=-145(LC 12) Max Gmv 1=181(LC 23), 3=181(LC 24), 4=440(LC 1) FORCES. (lb)i- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 24=-269/380 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasi 32ri TCDL=4.2ps$ BCDL=5.Opsf; InI Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1 except Qt=lb) 3=105, 4=145. Thomas A Alban! PE No.39380 MiTok USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2019 Q WARNING- Vedlydeseriparamerersand BEA0N0TES ON THIS AND INCLUDED MITEKREFEBANCEPAGEMIF;,parev. fN01401SBEFONE USE. �■�• • Deslgn valid for use only with Mr7i connectors. Mls design is based only upon parameters shown, and is for on lndvidual building component not a truss system. Before use, the buldli designer must verify the appllccblllty of design parameters and properly Incorporate this design Into the overall building design Bidding Indicated is to prevent buckling of lndNldual truss web Additional ii�Yo and/or chord members only. temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For genoral guidance regarding the M!Tek• fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSVIP11 Quiet MMyy Criteria, DSB49 antl BCSI Bulli Component Infomlallanovcilcbie from Truss Mote Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 69" Parke East Blvd.Safety Tampa, FL 33610 Job Truss Truss Type ( < k • Oty, Ply T17215604 1745435-PSLP-5713 V05 Valley 2 1 Job Reference (optional) tlW,ders rust source, rlant Uly, 1-L-32bbb, 4 0 B.Z4U a may TJ ZU18 mi lex industries, inc. Sat Jun l u/:Ze:Z] Zulu rage l ID:7k84E7Cg1beTwn_Xy1 ET6mAyKW 1 t-OK1roCmrOuUDSgbfUGykveEzW wxywgJH3KOgR3zAlTO 46 = 2 4 3x4 4 2x4 ll 3x4 O Scale=1:15.2 i 0-tl-8 7-11-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vital Vd PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.29 Vert(L-) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) n/a - n/a 999 BCLL 0.0 '- Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/1PI2014 Matrix-SH Weight: 251to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purities. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=111/7-11-0, 3=111l7-11-0, 4=276f7-11-0 Max Hom 1=-38(LC 8) Max Uplift 1=-59(LC 12), 3=-66(LC 13), 4= 91(LC 12) Max Gram 1=114(LC 23), 3=114(LC 24), 4=276(LC 1) FORCES. (Ib),- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-4=-169/418 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.0ps1; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-CCorner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions!shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss fias been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. Thomas A. Abaft PE No.39360 MTek USA, Inc. FL Cep 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2019 O WAflNING•Vetly design parameters end pEAp NpiE50N ipls AND/NCLUDED MREK REFER ANCE PAGE MIN473 rev. 1NO3rzO158EFGNE USE. - Deslgnvclld for use only wlM MReI,®connectors.lhls design is based only upon parameters shown, antl lsfor on lntllvltlual bulltling componentnot a truss system. Before use, the building tleslgner must verily Me app"Coblllry of tleslgn parameters and properly lnocrpomfe this tlesignlnto the overall bulltling design. Brpcingind,catetlisto prevent buckling of lntllvltlual truss web and/orchortl members only. Adtlinonol temporprycnd permanent bracing t�spp T Igl)IBk• Is always required far stability and to prevent collapse wlM possible personal" Id, and property damage. For gene,., guidance regarding the fpbrlcm.o storage, delivery, erection and br-c,ng of trusses antl truss systems,'aaMS6n Qualify Cdfodo, DS3-09 antl BC51 eu941og component 6904 Parke East Blvd. Saloty Inf.ne.Borlovcllab.. from Truss P,ote,ns9Nte, 218 N. Lee Street. Butte 312 A,exon irlD, VA 22314. Tampa, FL 33610 Job Truss Thus Type t .. itir I City Ply T17215605 1745435-PSLP-5713 V06 Valley 2 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8,240 s May 13 2019 MiTek Industries, Inc. Sat Jun 1 07:29:262019 Page 1 ID:7k84E7Cgb9Txrn_Xy1 ET6mAyK W 1 t-u W ZDOYnTBCc4jpArl zTzSmBOKxP18V RH_IOzVzAjTN 2x4 i 2x4 Scale = 1:7.7 so d LOADING (pa, SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP _ TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Ved(LL) rl - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a - n/a 999 BCLL O.r) ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matdx-R Weight: 10lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Stmctuml wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=101/3-11-0,3=101/3-11-0 Max Ho¢ 1=-15(LC 8) Max Uplift 1=-42(LC 12), 3=-42(LC 13) FORCES. (Ib)'- Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-95/260, 2-3=-95/260 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactionslshown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) 1, 3. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2019 O WARNING- venrydeslgnparemeteas.d READ NOTES ON TNISANDWCLUDEUMffEKREFERANCERAGENLL7473m, 10012015BEFORE USE Design valid for use only with Wrek® connectors. ThIs design Is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated is to prevent buckling Of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent. collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of tresses and truss systems, seeANSUIPII Quality (affie b, DSB49 and BCSI Building Component SoloM Informa6oravalloble from Truss Plate Institute, 218 N. Lee Street Suite 312 Alexandria, VA 22314. M!Tek' 6904 Parke East Blvd. Tampa, FL 33610 Job ' Truss Truss Type • Oly Ply T7721560fi 1745435-PSLP-5713 V07 Valley 1 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.240 s May 132019 MiTek Industries, Inc. Sat Jun 1 07:29:272019 Page 1 ID:7k84E7CgbeTmn)(yl ET6mAyKW1t-Mj7bDua5yVkxKzll bin C73JKokHHOamaWdVxVyzAITM 8-0-0 16-0-0 8.0.0 1 8-0-0 Scale=1:29.5 46 = 3x4 p B 7 6 3x4 2.4 If 2.4 11 2.4 If 0-0-8 15-11.8 LOADING (last) SPACING- 2-0-0 CSI. DEFL. in (too) I/clef! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.24 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n1a - rJa 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 5 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 571b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 - REACTIONS. All bearings 15-11-0. Ila) - Max Horz 1=82(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 6=-229(LC 13). 8=-230(LC 12) Mac Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=252(LC 1), 6=323(LC 24), 8=323(LC 23) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-6=-235/429, 2-8=-235/429 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-7-9 to 6-7-9, Interior(1) 6-7-9 to 8-0-0, Exterior(2) 8-0-0 to 14-0-0, Interior(1) 14-0-0 to 1574-7 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord beading. 4) This truss has been designed for a 10.0last bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 5,.7 except Qt=lb) 6=229, 8=230. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2019 ,&WARNING-Vedtydes/gn,nmiefersend READ NOTES ON THIS AND INCLUDED INEI(REFERANCEPAGEMIF1473ree. 10,032015aEFORE USE Design valid for use only with MFFaM connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not ��- a hum system. Before use, Me building designer must verify the appllcabllHy of design parameters and properly Incorporate this design Into the Overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional lamporory and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. weANSIMIJ Quality Cmorb, DSaA9 and SCSI Building Component 6904 Palle East Blvd. Safety Informalbmvolloble from Truss Plate Institute, 218 N. We Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type �'—�I,"► Oty Ply T17215607 1745435-PSLP-5713 VO6 GABLE 1 1 Job Reference (optional) idunaers tlrst Source, VISM cloy, FL- a2atiti, 6 b B.241) s May 13 ZVI9 MI IeK Industries, Inc. Sat Jun 1 ut:49:26 2u19 ID:7kB4E7CgbeTwrl_Xyl ET6mAyKW 1t-gvhzREpjjpsoy7KE90W RXGsTgBW g7?eklHEV 46 = Scale = 1:35.6 .a 0 3s4 G 9 B 7 6 3x4 O 2x4 11 2x4 II US = 2x4 II LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (Too) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Ved(LL) n/a - Na 999 ,TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.15 Horz(CT) 0.00 5 1 n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 751b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 20-0-0. (to) - Max Hom 1=104(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 9— 304(LC 12). 6=-303(LC 13) Max Gray All reactions 250 lb or less at joint(s) 1, 5, 8 except 9=433(LC 23), 6=433(LC 24) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1111251, 3-4— 111/252 WEBS 2-9=-303/509,4-6=-303/509 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132ni TCDL=4.2psh BCDL=5.Opst h=15ft; Cat. 11; Exp C; Encl., GCpi=0.10; MW FRS (envelope) and C-C Exterior(2) 0-7-9 to 6-7-9, Intenior(1) 6-7-9 to 10-", Extedor(2) 10-0-0 to 16-0-0, Interior(1) 16-" to IgA-7 zone; cantilever left and night exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chard bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 OD lb uplift at joint(s) 1, 5 except 61=11a) 9=304, 6=303. Thomas A Alban! PE No.39780 Iii USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 1,2019 AWARNING -Vsdlydes/gnparametim,mdREAONOTES ONTHISANDINCLUDED MTFEKNEFERANCEPAGEMIh7473mv.IN0120758EFOHEUSE Nil' valid for use only with MRek®connectors, This design is based only upon parameters shown, and is for an Individual building component, not rr c truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building deSlgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general gul once regarding the fabrication, storage, delivery, erection and bracing of pusses and puss systems, seeANSVIPII Cualm-CM.do. DSO-89 and BCSI Building Component 69M Parke Easl Blvd. en Safety Infoationavoaoble from Truce Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1374 Center plate on joint unless x, y offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-'rya from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. 'Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing If indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss -Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, Numbering System I 6-4-8 I dimensions shown infitsixteenths t scale) IIjl (Drawings not o scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1362,ESR1988 ER-3907, ESR-2362. ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved mm W1 �0 MiTeka Mfiek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing. Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10, Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing. or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18, Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19, Review all portions of this design (front. back, words and pictures) before use. Reviewing pictures alone Is not sufficient. -- — - 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.